TWI786590B - Polymer cement composition for earthquake-resistant structures, polymer cement mortar for earthquake-resistant structures, and hardened mortar - Google Patents

Abstract

The invention realizes the suppression of the deviation between the actual bearing capacity and the calculated value simply and at low cost.

The building 1A refers to having: a column part 6; a beam part 7; and an intersection part 8, which is located at the intersection of the column part 6 and the beam part 7, and is respectively connected to the end of the column part 6 and the end of the beam part 7 of buildings. The intersection portion 8 includes a hardened body that exhibits a higher compressive strength than the hardened concrete body and that has reinforcing bars disposed inside. The intersection part 8 is based on defining the parameters m ₁ , M _B1 ′, and M _C1 ′ as m ₁ : the ratio of the bending capacity of the column part 6 to the beam part 7

M _B1 ': Nodal moment at the time of bending failure of the beam part 7

M _C1 ′: In the case of the nodal moment at the time of bending failure of the column portion 6, the ratio m ₁ of the flexural capacity obtained by formula 1 becomes 1.2 or more, compared with the column portion in the extending direction of the beam portion 7 The side surface of 6 protrudes toward the beam portion 7 side.

Description

Polymer cement composition for earthquake-resistant structures, polymer cement mortar for earthquake-resistant structures, and hardened mortar

The invention relates to an earthquake-resistant structure and a design method thereof.

Non-Patent Document 1 discloses the following situation: In a structure including reinforced concrete at the column portion, the beam portion, and the intersection at the intersection of the column portion and the beam portion, the flexural bearing capacity of the column portion and the beam portion When the ratio (hereinafter referred to as "bending capacity ratio") is 1.0 to 1.5, the maximum bearing capacity (actual bearing capacity) of the structure becomes smaller than the calculated value. In addition, Non-Patent Document 1 discloses that the closer the bending capacity ratio is to 1.0, the smaller the maximum bearing capacity of the structure becomes.

Non-Patent Document 1: Fumio Kusuhara, 3 others outside, "Seismic Performance of Reinforced Concrete Cross-Shaped Column-Beam Joints with Small Bending Strength Ratio between Column and Beam", Proceedings of the Department of Structure, Architectural Institute of Japan, General Institution Japan Architecture Society, October 2010, Volume 75, Number 656, pp.1873-1882

In a structure whose actual bearing capacity is less than the calculated value, there is a risk of damage to the structure even when an earthquake force of a design-capable magnitude acts. Therefore, in order not to deviate excessively between the actual bearing capacity and the calculated value, it is ideal that the flexural bearing capacity ratio of the structure exceeds 1.0, and the larger the value, the more ideal.

In Non-Patent Document 1, the flexural capacity ratio is changed by increasing the number of main ribs provided inside the columns, beams, and intersections, or by increasing the thickness (depth) of the columns or beams. However, in this case, along with the increase of materials and the increase of man-hours for construction, there are concerns about an increase in the manufacturing cost of the structure, a protracted construction period, and the like.

Therefore, the present invention describes an earthquake-resistant structure capable of suppressing the deviation between the actual bearing capacity and the calculated value easily and at low cost, and a design method thereof.

An earthquake-resistant structure according to an aspect of the present invention includes: a first column part including a hardened concrete body with reinforcing bars inside; a first beam part including a hardened concrete body with reinforcing bars inside; and a first intersection. part, which is located at the intersection of the first column part and the first beam part, and is respectively connected to the end part of the first column part and the end part of the first beam part. The first intersection part includes a hardened body having a compressive strength higher than that of a hardened concrete body and a steel bar arranged inside. The first cross section is based on defining the parameters m ₁ , M _B1 ', and M _C1 ' as m ₁ : the ratio of the flexural capacity of the first column part to the first beam part

M _B1 ': Nodal moment at the time of bending failure of the first beam

M _C1 ': Nodal moment at the time of bending failure of the first column

In the case where the moment bearing capacity ratio m1 obtained by Equation ₁ becomes 1.2 or more, it protrudes toward the first beam portion side than the side surface of the first column portion in the extending direction of the first beam portion, Alternatively, it may protrude toward the first column portion side rather than the side surface of the first beam portion in the extending direction of the first column portion. In addition, in this specification, the function "max()" is a function which returns the maximum value (when all the elements in the parentheses are equal) among the elements enclosed in the parentheses. In this specification, the function "min()" is a function that returns the minimum value (when all the elements in the parentheses are equal) among the elements in the parentheses is returned.

In the earthquake-resistant structure according to one aspect of the present invention, the first intersection portion includes a material having a higher compressive strength than the hardened concrete constituting the first column portion and the first beam portion. Therefore, when an external force such as earthquake force acts on the earthquake-resistant structure, bending failure is likely to occur at the connecting portion between the first column portion and the first intersection portion, or at the connecting portion between the first beam portion and the first intersection portion. In the earthquake-resistant structure according to one aspect of the present invention, the first crossing portion protrudes toward the first beam portion side than the side surface of the first column portion in the extending direction of the first beam portion, or is located between the first column portion In the extending direction, it protrudes toward the side of the first column part rather than the side surface of the first beam part. When the first intersection protrudes toward the first beam side, bending failure is likely to occur at the position where the first intersection protrudes (near the boundary between the intersection and the beam), so the bearing capacity (moment) acts on this position . Therefore, compared with the case where the first crossing portion does not protrude, the moment gradient in the first beam portion becomes larger, and the nodal moment M _B1 ′ at the time of bending failure of the first beam portion becomes larger. On the other hand, when the first intersecting portion protrudes toward the first column portion, bending fracture is likely to occur at the position where the first intersecting portion protrudes (near the boundary between the intersecting portion and the column portion), so the bearing capacity at this position ( torque) come into play. Therefore, compared with the case where the first intersecting portion does not protrude, the moment gradient in the first column portion becomes larger, and the nodal moment M _C1 ′ at the time of bending failure of the first column portion becomes larger. In this way, the bending capacity ratio m ₁ becomes relatively larger due to the increase of the nodal moment M _B1 ′ or the nodal moment M _C1 ′. In particular, in the earthquake-resistant structure of one aspect of the present invention, the first intersection portion protrudes so that the flexural capacity ratio m _{1 obtained by Equation 1} becomes 1.2 or more. Therefore, the actual bearing capacity of the earthquake-resistant structure can be made close to the calculated value by an extremely simple method of adjusting the protrusion of the first intersection. Therefore, it is possible to suppress the deviation between the actual bearing capacity and the calculated value easily and at low cost.

The first crossing portion may be directed toward the first beam portion in the extending direction of the first beam portion than the side surface of the first column portion in such a manner that the moment bearing capacity ratio m ₁ obtained by Equation 1 becomes 1.5 or more. protrudes, or protrudes toward the first column side than the side surface of the first beam part in the extending direction of the first column part. In this case, the actual bearing capacity of the earthquake-resistant structure becomes equal to the calculated value. Therefore, it is possible to further suppress the deviation between the actual bearing capacity and the calculated value.

The first intersection portion may have a portion whose length in the vertical direction becomes smaller toward the first beam portion. In this case, the first intersecting portion has an arched shape. Therefore, the beam height (height) of the first beam portion connected to the first intersection portion becomes relatively small. Therefore, it is installed in the area surrounded by the first column part and the first beam part In the case of a window, the lighting from the window is less likely to be obstructed by the first beam. Moreover, since the first crossing portion is in the arched shape, the connection strength between the first crossing portion and the first beam portion can be improved.

The earthquake-resistant structure according to an aspect of the present invention may further include: a second column part including a hardened concrete body with reinforcing bars inside; a second beam part including a hardened concrete body with steel bars inside; and The second intersection is located at the intersection of the second column and the second beam; the first intersection is located more centrally than the second intersection in the horizontal direction, and the resistance obtained by formula 1 When the bending capacity ratio m1 becomes _1.2 or more, the extension direction of the first beam protrudes toward the side of the first beam more than the side surface of the first column, and the second intersections are respectively connected to the sides of the second column The end part and the end part of the second beam part, and includes the hardened body that exhibits a higher compressive strength than the hardened concrete body and is equipped with steel bars inside, and is defined by the parameters m ₂ , M _B2 ′, and M _C2 ′ respectively as m ₂ : The ratio of the flexural capacity of the second column part to the second beam part

M _B2 ': Nodal moment at the time of bending failure of the second beam

M _C2 ': In the case of the nodal moment at the time of bending failure of the second column, the ratio m2 of the flexural capacity obtained by formula ₂ becomes 1.2 or more, compared in the extension direction of the second column The side surface of the 2nd beam part protrudes further toward the 2nd column part side.

In other words, when an external force in the horizontal direction is applied (acted) to an earthquake-resistant structure due to an earthquake, an upward force (tensile force) is generated at one end of each beam portion, and an upward force (tensile force) is generated at the other end of each beam portion. The downward force (compressive force) imparts (applies) a variable axial force to each adjacent column. Off-center in the horizontal direction in the earthquake-resistant structure, the variable axial force generated at the end of the beam and the variable axial force generated at the end of other beams adjacent to the end of the beam offset each other, but the force in the horizontal direction remains. On the other hand, at both ends in the horizontal direction in the earthquake-resistant structure, the variable axial force generated at the outermost end of the beam portion remains without canceling out other variable axial forces. Therefore, the variable axis The axial force acts on the columns located at both ends in the horizontal direction in the earthquake-resistant structure. That is, an upward force (tensile force) acts on one of the columns located at both ends in the horizontal direction in the earthquake-resistant structure, and a downward force (compressive force) acts on the other. The variable axial force is superimposed on the lower layer and becomes larger, so the force is concentratedly applied to the foundations supporting the two sides of the earthquake-resistant structure.

However, as described above, in the earthquake-resistant structure according to one aspect of the present invention, the first intersecting portion located off the center is such that the bending resistance ratio m _{1 obtained by Equation 1} becomes 1.2 or more, It protrudes further toward the first beam portion side than the side surface of the first column portion in the extending direction of the first beam portion. Therefore, in the central part in the horizontal direction of the earthquake-resistant structure, the bearing capacity of the first beam part can be increased with respect to the force remaining in the horizontal direction. In the earthquake-resistant structure according to one aspect of the present invention, the second crossing portion located at the end portion is placed on the second column portion so that the bending resistance ratio m2 obtained by Equation ₂ becomes 1.2 or more. The extension direction protrudes toward the second column side than the side surface of the second beam portion. Therefore, the bearing capacity of the second column portion can be increased relative to the variable axial force at the partial end portion in the horizontal direction in the earthquake-resistant structure. As a result, the load-bearing capacity of the earthquake-resistant structure can be exhibited more effectively.

The earthquake-resistant structure according to an aspect of the present invention may further include a foundation part that connects a foundation crossing part that intersects a column part with a foundation beam part and that is installed on the ground, and the foundation part includes a compressive wall facing higher than the hardened concrete body. Strong and hardened body with steel bars inside. In this case, since the foundation part includes a hardened body having a higher compressive strength than the hardened concrete body, the size of the foundation part can be reduced even at the same strength as compared with a case where the foundation part includes a hardened concrete body. Therefore, the earthquake-resistant structure of one aspect of the present invention can be easily constructed even on narrow land adjacent to other buildings, roads, and the like.

The first column part can also be arranged on the outer surface side of the existing building and at a position corresponding to the original column part of the existing building, and the first beam part can also be arranged on the outer surface side of the existing building and correspond to the original building Where there is a position corresponding to the original beam of the building, the first intersection can also be arranged on the outer surface side of the original building and The position corresponding to the original intersection of the original building at the intersection of the original column and the original beam. In this case, the actual bearing capacity of the earthquake-resistant structure can be made close to the calculated value by adjusting the protrusion amount of the first intersection when strengthening the original building. Therefore, it is possible to suppress the deviation between the actual bearing capacity and the calculated value easily and at low cost.

The earthquake-resistant structure according to an aspect of the present invention may further include a foundation part arranged on the outer surface side of the existing building and corresponding to the original foundation part of the existing building, and installed on the ground, and the foundation The part is a column part arranged on the outer surface side of the existing building and corresponding to an original column part supported by the original foundation part in the existing building, and arranged outside the existing building The surface side is connected to the foundation crossing part where the foundation beam part at the position corresponding to the original foundation beam part of the existing building intersects, and contains a hardened concrete body with reinforcement inside, or exhibits a higher compressive resistance than the hardened concrete body Strong and hardened body with steel bars inside. In this case, the foundation part provided correspondingly to the existing foundation part supports a column part. Therefore, even if the original foundation of the existing building is small, it is difficult to install the column on the outer surface side corresponding to the original column of the existing building on the original foundation. , the earthquake-resistant structure can also be stably installed on the ground through the foundation part supporting a column part.

An earthquake-resistant structure according to another aspect of the present invention includes: a first column part including a hardened concrete body with reinforcing bars inside; a first beam part including a hardened concrete body with reinforcing bars inside; a first intersection part, which is located at the intersection of the first column part and the first beam part, and is respectively connected to the end of the first column part and the end part of the first beam part; and the base part, which is connected to a column part and the foundation The foundation crossing part where the beams cross is set on the ground. The first intersection part includes a hardened body having a compressive strength higher than that of a hardened concrete body and a steel bar arranged inside. The base part includes a hardened body having a compressive strength higher than that of a hardened concrete body and a steel bar arranged inside.

In another aspect of the earthquake-resistant structure of the present invention, the foundation part includes The compressive strength of the hardened body. Therefore, compared with the case where the foundation part contains the concrete hardening body, even if it is the same strength, the size of a foundation part can be reduced. Therefore, the earthquake-resistant structure of another aspect of the present invention can be easily constructed even on narrow land such as adjacent to other buildings and roads.

An earthquake-resistant structure according to another aspect of the present invention is provided with: a first column part, which is arranged on the outer surface side of the existing building and at a position corresponding to the original column part of the existing building, and is included in the interior. Reinforced concrete hardened body; the first beam part, which is arranged on the outer surface side of the existing building and at a position corresponding to the original beam part of the existing building, and includes a hardened concrete body with steel bars arranged inside; 1 intersections, which are arranged on the outer surface of the existing building at positions corresponding to the existing intersections of the existing buildings at the intersections of the existing columns and existing beams, and are respectively connected to the first The end of the column portion and the end of the first beam portion; and the foundation portion arranged on the outer surface side of the existing building and at a position corresponding to the original foundation portion of the existing building, and installed on the site. The first intersection part includes a hardened body having a compressive strength higher than that of a hardened concrete body and a steel bar arranged inside. The foundation part is connected to the foundation intersection part, which is a column arranged on the outer surface side of the existing building and corresponding to the original column part supported by the original foundation part in the original building The portion intersects with the foundation beam portion arranged on the outer surface side of the existing building and corresponding to the original foundation beam portion of the existing building. The base part includes a hardened concrete body in which steel bars are arranged, or a hardened body in which steel bars are arranged inside which exhibit a higher compressive strength than the hardened concrete body.

In the earthquake-resistant structure of another aspect of the present invention, the foundation part provided corresponding to the original foundation part supports a column part. Therefore, even if the original foundation of the existing building is small, it is difficult to install the column installed on the outer surface side on the original foundation corresponding to the original column of the existing building. , It is also possible to stably set the earthquake-resistant structure on the ground through the foundation part supporting a column part.

The compressive strength of the 1st cross section with a material age of 28 days can also be more than 65N/mm ² . In this case, the earthquake resistance of the earthquake-resistant structure can be further improved.

The first intersection portion may also include a hardened mortar body formed by hardening polymer cement mortar or ultra-high-strength mortar. In this case, since these hardened bodies exhibit extremely high compressive strength, the earthquake resistance of the earthquake-resistant structure can be further improved.

The design method of another aspect of the present invention is a design method of an earthquake-resistant structure, and the earthquake-resistant structure includes: a column part including a concrete hardened body with steel bars arranged inside; a beam part including a steel bar inside. a hardened concrete body; and an intersection, which is located at the intersection of the column and the beam and is respectively connected to the end of the column and the end of the beam. The intersection portion includes a hardened body exhibiting a higher compressive strength than the hardened concrete body and having a reinforcing bar arranged inside. The crossing portion protrudes by a first amount of protrusion toward the beam side more than the side of the column in the extending direction of the beam, or by a second protrusion toward the column than the side of the beam in the extending direction of the column protrude. So the parameters m, M _B ', M _C ' are respectively defined as m: the ratio of the bending capacity of the column to the beam

M _B ': Nodal moment at the time of bending failure of the beam

M _C ′: In the case of the nodal moment at the time of bending failure of the column, the first or second protrusion amount is set so that the bending capacity ratio m obtained by Equation 3 becomes 1.2 or more.

In the design method of another aspect of the present invention, the intersection portion includes a material exhibiting a compressive strength higher than that of the hardened concrete constituting the column portion and the beam portion. Therefore, when an external force such as an earthquake force acts on an earthquake-resistant structure, bending failure is likely to occur at the connecting portion between the column portion and the crossing portion, or the connecting portion between the beam portion and the crossing portion. In the design method of another aspect of the present invention, the intersection portion protrudes by a first protrusion amount toward the beam portion side than the side of the column portion in the extending direction of the beam portion, or is longer than the beam portion in the extending direction of the column portion. The side surface of the portion protrudes by a second protrusion amount toward the column portion side. When the intersection protrudes toward the beam side, bending failure tends to occur at the position where the intersection protrudes (near the junction between the intersection and the beam), so the bearing capacity works at this position. Therefore, the moment gradient on the beam portion becomes larger than when the intersecting portion does not protrude, and the nodal moment M _B ' at the time of bending failure of the beam portion becomes larger. On the other hand, when the intersection protrudes toward the column side, bending failure is likely to occur at the position where the intersection protrudes (near the boundary between the intersection and the column), so the bearing capacity acts at this position. Therefore, compared with the case where the intersection portion does not protrude, the moment gradient on the column portion becomes larger, and the nodal moment M _C ' at the time of bending failure of the column portion becomes larger. In this way, as the nodal moment M _B ' or nodal moment M _C ' becomes larger, the moment bearing capacity ratio m becomes relatively larger. In particular, in the design method of another aspect of the present invention, the first or second protrusion amount is set so that the bending capacity ratio m obtained by Equation 3 becomes 1.2 or more. Therefore, the actual bearing capacity of the earthquake-resistant structure can be made close to the calculated value by adjusting the first or second protrusion amount in a very simple way. Therefore, it is possible to suppress the deviation between the actual bearing capacity and the calculated value easily and at low cost.

According to the earthquake-resistant structure and its design method of the present invention, the deviation between the actual bearing capacity and the calculated value can be suppressed simply and at low cost.

1A~1C: Buildings (seismic structures)

2: Front surface

3: Original building

4: Reinforcement structure (seismic structure)

5A~5E: Reinforced buildings (seismic structures)

6. 6a~6e: column part

7. 7a~7d: beam part

8: Intersection

8a: Intersection

8b: Intersection

9: Basic Department

10: Floor department

11: steel bar

12:Plumb steel bars

12a: main rib

12b: Cut ribs

13: Horizontal reinforcement

13a: main rib

13b: Cut ribs

16: The original column

16a~16e: the original column

17: The original beam

17a~17d: Original beam part

18: Original intersection

19: Basic Department

20: Floor department

21: steel bar

22:Plumb steel bars

22a: main tendon

22b: Cutting ribs

23: Horizontal reinforcement

23a: main tendon

23b: Cut ribs

26: Reinforced column (column)

26a~26e: Reinforced columns

27: Reinforced beam part (beam part)

27a~27d: strengthen the beam

28: Reinforce the intersection (intersection)

28a: Strengthen the intersection

28b: Strengthen the intersection

28A: Main Department

28B, 28C: connection part

29: Strengthen the basic department

31: steel bar

32:Plumb steel bars

32a: main rib

32b: shear ribs

33: horizontal reinforcement

33a: main tendon

33b: shear ribs

34: anchor

35: Post construction anchor

39: Reinforcing Beam

40: Strengthen the floor

a ₁ : amount of protrusion

a ₂ : amount of protrusion

h: straight line distance

h ₀ : inner width

L: Straight line distance

L ₀ : inner width

M _B : Bending capacity

M _B ': nodal moment

M _C : Bending capacity

M _C ': nodal moment

Q: Earthquake force

Fig. 1 is a schematic diagram showing a building as an example of an earthquake-resistant structure (first embodiment).

Fig. 2A is a sectional view of line IIA-IIA in Fig. 1, and Fig. 2B is a sectional view of line IIB-IIB in Fig. 1 .

FIG. 3A is a sectional view along line IIIA-IIIA of FIG. 1 , and FIG. 3B is a sectional view along line IIIB-IIIB of FIG. 1 .

Fig. 4 is a diagram for explaining the ratio of the moment bearing capacity when the width and height of the intersection are respectively equal to the width of the column and the height of the beam.

Fig. 5 is a diagram for explaining the ratio of the moment resistance capacity of the building illustrated in Fig. 1 .

Fig. 6 is a schematic diagram showing another example of an earthquake-resistant structure (second embodiment).

Fig. 7 is a cross-sectional view along line VII-VII of Fig. 6 .

Fig. 8 is a diagram for explaining the ratio of the moment resistance capacity of the building illustrated in Fig. 6 .

Fig. 9 is a schematic diagram showing another example of an earthquake-resistant structure (third embodiment).

Fig. 10 is a schematic diagram showing a reinforced building as another example of an earthquake-resistant structure (fourth embodiment).

FIG. 11A is a sectional view taken along line XIA-XIA of FIG. 10 , and FIG. 11B is a sectional view taken along line XIB-XIB of FIG. 10 .

Fig. 12A is a sectional view taken along line XIIA-XIIA of Fig. 10, and Fig. 12B is a sectional view taken along line XIIB-XIIB of Fig. 10 .

Fig. 13 is a schematic diagram showing a reinforced building as another example of an earthquake-resistant structure (fifth embodiment).

Fig. 14 is a sectional view taken along line XIV-XIV of Fig. 13 .

Fig. 15 is a schematic diagram showing a reinforced building as another example of an earthquake-resistant structure (sixth embodiment).

Fig. 16 is a schematic diagram showing a reinforced building as another example of an earthquake-resistant structure (seventh embodiment).

Fig. 17 is a schematic diagram showing a reinforced building as another example of an earthquake-resistant structure (eighth embodiment).

Fig. 18A is a cross-sectional view of a building as another example of an earthquake-resistant structure cut in the same manner as in Fig. 2A, and Fig. 18B is a cut-away view of a building as another example of an earthquake-resistant structure in the same manner as in Fig. 7 Time sectional view.

Fig. 19A is a cross-sectional view of a reinforced building as another example of an earthquake-resistant structure similar to Fig. 11A, and Fig. 19B is a reinforced building as another example of an earthquake-resistant structure similar to Fig. 14 Cutaway view.

Fig. 20A is a cross-sectional view of a reinforced building as another example of an earthquake-resistant structure similar to Fig. 11A, and Fig. 20B is a reinforced building as another example of an earthquake-resistant structure similar to Fig. 14 Cutaway view.

The embodiments of the present invention described below are examples for explaining the present invention, and the present invention should not be limited to the following contents. In the following description, the same symbols are used for the same elements or elements having the same functions, and overlapping descriptions are omitted.

[1] First Embodiment (A) The composition of the building

First, the structure of a building 1A will be described with reference to FIG. 1 . Building 1A is an example of an earthquake-resistant structure. The building 1A has the front surface part 2 located ahead in FIG. 1 . The earthquake-resistant performance of the building 1A (seismic-resistant structure) is exhibited especially in the front surface part 2.

The front surface portion 2 includes a plurality of pillar portions 6 , a plurality of beam portions 7 , a plurality of intersection portions 8 , a plurality of base portions 9 , and a floor portion 10 . Although not shown, the front surface portion 2 also includes an outer wall, a window, and the like.

A plurality of column parts 6 are respectively provided on the base part 9 . The plurality of column parts 6 extend in the vertical direction and are arranged substantially parallel to each other in the horizontal direction. In the first embodiment, five column parts 6 are arranged in a line in the horizontal direction. Hereinafter, these column parts 6 may be referred to as column parts 6 a to 6 e sequentially from the left side of FIG. 1 .

The beam portion 7 is disposed between adjacent column portions 6 . The plurality of beam portions 7 extend in the horizontal direction, And they are arranged substantially parallel to each other in the vertical direction. In the first embodiment, four beam portions 7 are arranged in a line in the vertical direction. Hereinafter, these beam portions 7 may be referred to as beam portions 7 a to 7 d in order from the lower side in FIG. 1 . A part or the whole of the beam part 7a (foundation beam part) located at the bottom may be the state buried in the ground, for example.

The assembly formed by the column portion 6 and the beam portion 7 is in the shape of a grid. The column portion 6 and the beam portion 7 have, for example, a quadrangular column shape with a rectangular cross section. The thickness (depth) of the column portion 6 is preferably 400 mm to 1000 mm. The width of the column part 6 is preferably 400mm~1000mm. The thickness (depth) of the beam portion 7 is preferably 200 mm to 500 mm. The beam height (height) of the beam portion 7 is preferably 500 mm to 1200 mm.

The crossing portion 8 is located at the intersection of the column portion 6 and the beam portion 7 respectively. The intersection portion 8 connects the ends of the column portion 6 and the beam portion 7 to each other. The intersection portion 8 also functions as a part of the column portion 6 . The intersection portion 8 is, for example, a quadrangular column shape with a rectangular cross section. The thickness (depth) of the intersection portion 8 is preferably 400 mm to 1000 mm.

The intersection portion 8 protrudes toward the beam portion 7 side than the side surface of the column portion 6 in the extending direction of the beam portion 7 . That is, the end surface of the crossing portion 8 in the extending direction of the beam portion 7 (the interface between the beam portion 7 and the crossing portion 8 ) is located on the side of the adjacent pillar portion 6 than the side surface of the pillar portion 6 in this direction. . On the other hand, the end surface of the crossing portion 8 in the extending direction of the column portion 6 (interface between the column portion 6 and the crossing portion 8 ) is located at substantially the same height as the side surface of the beam portion 7 in this direction.

The foundation part 9 supports the building 1A via the column part 6 . At least the lower part or all of the foundation part 9 may be buried in the ground, for example.

The floor portion 10 extends along a horizontal plane between the column portion 6 and the beam portion 7 . The floor part 10 functions as a floor and a ceiling. In the first embodiment, four floor portions are arranged vertically between the upper end and the lower end of the column portion 6 corresponding to the positions of the beam portion 7a to the beam portion 7d. Therefore, the building 1A illustrated in FIG. 1 is a three-story building.

In the example shown in FIG. 1, the beam portion 7a is respectively located between the column portions 6a, 6b, between the column portions 6b, 6c, between the column portions 6c, 6d, and between the column portions 6d, Between 6e. The beams 7b are respectively located between the columns 6a, 6b, 6b, 6c, 6c, 6d, and 6d, 6e corresponding to the first-floor ceiling and the second-floor floor. The beams 7c are respectively located between the columns 6a, 6b, 6b, 6c, 6c, 6d, and 6d, 6e corresponding to the 2nd floor ceiling and 3rd floor floor. The beams 7d are respectively located between the columns 6a, 6b, 6b, 6c, 6c, 6d, and 6d, 6e corresponding to the three-story ceiling. In addition, the crossing part 8 located at the cross|intersecting part of the column part 6 and the beam part 7a is also called a base crossing part.

The column part 6, the beam part 7, the foundation part 9, and the floor part 10 are comprised, for example, the reinforced concrete which embedded the reinforcement bar 11 (described later) inside the hardened concrete body. That is, the column part 6, the beam part 7, the base part 9, and the floor part 10 contain: the hardened concrete body; and the steel bar 11, which is located inside the hardened concrete body. The intersecting part 8 is a member in which a steel bar 11 is buried inside a hardened body exhibiting a compressive strength higher than that of a hardened concrete body. That is, the intersecting portion 8 includes the hardened body and the reinforcing bar 11 inside the hardened body.

The hardened body can also be, for example, a hardened mortar body formed by hardening polymer cement mortar or ultra-high-strength mortar. The compressive strength of the mortar hardened body is greater than that of the concrete hardened body when compared with the same day's material age. The compressive strength of the hardened mortar is preferably 65N/ ^mm2 or more after 28 days of age.

<Polymer Cement Mortar>

Here, polymer cement mortar will be described. Polymer cement mortar is a mixture of polymer cement composition and water.

(i) polymer cement composition

The polymer cement composition is a polymer cement composition for earthquake-resistant construction, and contains cement, fine aggregate, plasticizer, re-emulsified powder resin, inorganic expansion material, and synthetic resin fiber.

Cement-based materials are common as hydraulic materials, and any commercially available product can be used. Among them, it is preferable to include Portland cement specified in JIS R 5210:2009 "Portland cement". From the viewpoint of fluidity and rapid hardening, it is more preferable to include early-strength Portland cement.

From the viewpoint of strength performance, the Blaine specific surface area of cement is preferably 3000cm ² /g~6000cm ² /g, more preferably 4000cm ² /g~5000cm ² /g, and more preferably 4200cm ² /g~4800cm ² /g.

Examples of fine aggregates include sands such as silica sand, river sand, land sand, sea sand, and crushed sand. The fine aggregate may be used alone or in combination of two or more selected from these. Among them, it is preferable to contain silica sand from the viewpoint of smoother filling of the formwork with polymer cement mortar.

When the fine aggregate is sieved by the method stipulated in JIS A 1102:2014 "Sieving Test Method for Aggregate", the mass fraction (%) that stays between successive sieves refers to the When the mesh size is 2000 μm, it may be 0% by mass. When all fine aggregates pass through a sieve with a mesh size of 2000 μm, the above-mentioned mass fraction is 0% by mass.

The mass fraction (%) retained between the continuous sieves is preferably 5.0~25.0 when the mesh size is 1180 μm, 20.0~50.0 when the mesh size is 600 μm, and 20.0~50.0 when the mesh size is 300 μm , when the sieve mesh is 150 μm, it is 5.0~25.0, and when the sieve mesh is 75 μm, it is 0~10.0.

The mass fraction (%) retained between the continuous sieves is more preferably 10.0~20.0 when the mesh size is 1180 μm, When the mesh size is 600μm, it is 25.0~45.0, when the mesh size is 300μm, it is 25.0~45.0, when the mesh size is 150μm, it is 10.0~20.0, when the mesh size is 75μm, it is 0~5.0.

In the case of sieving fine aggregates according to the above regulations, because the mass fraction (%) retained between the continuous sieves is within the above range, better material separation resistance and fluidity can be obtained. Mortar, or hardened body with higher compressive strength.

When fine aggregates are sieved by the method stipulated in JIS A 1102:2014 "Sieving Test Methods for Aggregates", the coarse particle ratio of fine aggregates is preferably 1.60~3.00, more preferably 1.90~2.80, more preferably 2.10~2.70, especially preferably 2.30~2.60.

Because the coarse grain rate of the fine aggregate is within the above range, it is possible to obtain polymer cement mortar with better material separation resistance or fluidity, or a hardened body with better strength characteristics.

The above-mentioned sieving can be performed using several sieves with different meshes specified in JIS Z 8801-1:2006 "Sieves for testing - Part 1: Metal mesh sieves".

The content of fine aggregate is relative to 100 parts by mass of cement, preferably 80 parts by mass to 130 parts by mass, more preferably 85 parts by mass to 125 parts by mass, further preferably 90 parts by mass to 120 parts by mass, especially preferably 95 to 115 parts by mass, preferably 100 to 110 parts by mass.

A hardened body having higher compressive strength can be obtained by setting the content of the fine aggregate within the above-mentioned range.

Examples of the plasticizer include formaldehyde condensates of melamine sulfonic acid, casein, calcium caseinate, and polycarboxylic acid-based ones. The plasticizer may be used alone or in combination of two or more selected from these. Among them, from the viewpoint of obtaining a high water-reducing effect, it is preferable to include a polycarboxylic acid-based plasticizer. By using polycarboxylic acid-based plasticizers, the water-powder ratio can be reduced, and the strength performance of the hardened mortar can be further improved.

The content of the plasticizer is relative to 100 parts by mass of cement, preferably 0.04 parts by mass to 0.55 parts by mass, more preferably 0.10 parts by mass to 0.45 parts by mass, further preferably 0.15 parts by mass to 0.35 parts by mass, especially preferably 0.20 to 0.30 parts by mass.

A polymer cement mortar having better fluidity can be obtained by setting the content of the plasticizer in the above-mentioned range. Also, a mortar-hardened body having higher compressive strength can be obtained.

The kind and manufacturing method of the re-emulsified powder resin are not particularly limited, and those manufactured by known manufacturing methods can also be used. Also, the re-emulsified powder resin may have an anti-caking agent on the surface. The re-emulsified powder resin preferably contains acrylic acid from the viewpoint of durability of the cured mortar. Furthermore, from the viewpoint of adhesiveness and compressive strength, the glass transition temperature (Tg) of the re-emulsified powder resin is preferably in the range of -5°C to 20°C.

The content of the re-emulsified powder resin is preferably 0.2 to 6.0 parts by mass, more preferably 0.5 to 3.5 parts by mass, more preferably 0.7 to 2.8 parts by mass, relative to 100 parts by mass of cement, More preferably, it is 0.9 to 2.1 parts by mass, most preferably, it is 1.1 to 1.8 parts by mass.

By setting the content of the re-emulsified powder resin within the above-mentioned range, it is possible to achieve a high level of both the adhesiveness of the polymer cement mortar and the compressive strength of the hardened mortar.

Examples of inorganic expansion materials include quicklime-gypsum expansion materials, gypsum expansion materials, calcium sulfoaluminate (CSA, Calcium Sulfo-Aluminate) expansion materials, and quicklime-gypsum-calcium sulfoaluminate expansion materials. The inorganic expansion material can be used alone or in combination of two or more selected from these. Among them, it is preferable to include quicklime-gypsum-calcium sulfoaluminate-based expansion material from the viewpoint of further improving the compressive strength of the hardened body.

The content of the inorganic expansion material is relative to 100 parts by mass of cement, preferably 2.0 parts by mass to 10.0 parts by mass, more preferably 3.0 parts by mass to 9.0 parts by mass, further preferably 4.0 parts by mass to 8.0 parts by mass, most preferably 5.0 to 7.0 parts by mass.

By setting the content of the inorganic expansion material in the above-mentioned range, more reasonable expansion can be exhibited, and the shrinkage of the hardened mortar body can be suppressed.

Examples of synthetic resin fibers include polyolefins such as polyethylene, ethylene-vinyl acetate copolymer (EVA), and polypropylene, polyester, polyamide, polyvinyl alcohol, vinylon, and polyvinyl chloride. The synthetic resin fibers can be used alone or in combination of two or more selected from these.

The fiber length of the synthetic resin fiber is based on improving the dispersion in the mortar and the crack resistance of the hardened mortar, preferably 4mm~20mm, more preferably 6mm~18mm, Furthermore, it is more preferably 8 mm to 16 mm, especially preferably 10 mm to 14 mm.

The content of synthetic resin fiber is relative to 100 parts by mass of cement, preferably 0.11 to 0.64 parts by mass, more preferably 0.21 to 0.53 parts by mass, further preferably 0.28 to 0.47 parts by mass, especially preferably 0.32 to 0.43 parts by mass.

By setting the fiber length and content of the synthetic resin fibers within the above-mentioned ranges, the dispersibility in the mortar and the crack resistance of the hardened mortar can be further improved. That is, the existence of the synthetic resin fibers suppresses the cracking of the hardened mortar body and improves the bending resistance of the hardened mortar body.

The polymer cement composition may also contain a coagulation regulator, a thickener, a metal-based expansion material, an antifoaming agent, and the like depending on the application.

(ii) Polymer cement mortar

The polymer cement mortar comprises the above-mentioned polymer cement composition and water. The polymer cement mortar can be prepared by kneading the above polymer cement composition and water. The polymer cement mortars produced in this way have excellent fluidity (flow values). Therefore, filling into the formwork for forming an earthquake-resistant structure can be smoothly performed. Therefore, it can be preferably used as a polymer cement mortar for building 1A. When preparing polymer cement mortar, the flow value of polymer cement mortar can be adjusted by appropriately changing the water-powder ratio (water amount/polymer cement composition amount).

Water-powder ratio is preferably 0.135~0.175, more preferably 0.140~0.170, and more preferably 0.143~0.167, Preferably, it is 0.145~0.165.

The flow value in this specification is measured by the following procedure. A cylindrical vinyl chloride tube with an inner diameter of 50 mm and a height of 100 mm is arranged on a polished plate glass with a thickness of 5 mm. At this time, one end of the vinyl chloride tube was in contact with the polished plate glass, and the other end was placed upward. The polymer cement mortar is injected from the opening on the other end side, and the vinyl chloride pipe is pulled up vertically after filling the polymer cement mortar into the vinyl chloride pipe. After the spread of the mortar is still, measure the diameters (mm) in two directions perpendicular to each other. The average value of the measured values was defined as the flow value (mm).

The flow value of the polymer cement mortar is preferably 160mm-270mm, more preferably 165mm-260mm, further preferably 170mm-250mm.

Because the flow value is within the above range, it is possible to obtain polymer cement mortar with excellent material separation resistance and filling properties.

(iii) Mortar hardened body

The mortar hardened body can be formed by hardening polymer cement mortar. The mortar-cured system formed in this manner is excellent in strength performance when integrated with the concrete columns 6 and beams 7 constituting the building 1A. Therefore, the construction period can be shortened. Also, since it has high compressive strength, the earthquake resistance of the building 1A can be improved. The compressive strength of the hardened body of polymer cement mortar is greater than that of hardened concrete when compared with the same day's material age.

The so-called "compressive strength" in this manual refers to a cylindrical sample with a diameter of 5 cm x a height of 10 cm made in accordance with JIS A 1132: 2014 "Methods for making samples for strength tests of concrete", and in accordance with JIS A 1108: 2006 " The value (N/mm ² ) measured in "Test Method for Compressive Strength of Concrete".

The 7-day-old compressive strength of the hardened mortar measured by the above test method is preferably 60N/ ^mm2 or more, more preferably 61N/ ^mm2 or more, and even more preferably 62N/ ^mm2 or more, especially Preferably it is 63N/mm ² or more.

The construction period can be further shortened by using a hardened mortar having such strength performance that the above-mentioned compressive strength can be achieved at a material age of 7 days.

The 28-day-old compressive strength of the hardened mortar measured by the above-mentioned test method is preferably 65N/ ^mm2 or more, more preferably 70N/ ^mm2 or more, further preferably 71N/ ^mm2 or more, especially Preferably it is 72N/mm ² or more.

<Ultra High Strength Mortar>

Next, the ultra-high-strength mortar will be described. As an example of ultra-high-strength mortar, a mortar composition prepared by adding fibers and water to a hydraulic composition containing cement, silica fume, fine aggregate, inorganic fine powder, water reducer, and defoamer can be mentioned.

Regarding the mineral composition of the above cement, the C ₃ S content is preferably 40.0% by mass to 75.0% by mass, more preferably 45.0% by mass to 73.0% by mass, still more preferably 48.0% by mass to 70.0% by mass, most preferably 50.0% by mass Mass%~68.0 mass%.

If the amount of C ₃ S is less than 40.0% by mass, the compressive strength tends to be low, and if it exceeds 75.0% by mass, it tends to be difficult to calcine the cement itself.

Regarding the mineral composition of the above cement, the amount of C ₃ A is preferably less than 2.7% by mass, more preferably less than 2.3% by mass, further preferably less than 2.1% by mass, and most preferably less than 1.9% by mass.

When the amount of C ₃ A is 2.7% by mass or more, fluidity tends to be insufficient. In addition, the lower limit of the amount of C ₃ A is not particularly limited, but is about 0.1% by mass.

Regarding the mineral composition of the above cement, the C ₂ S content is preferably 9.5% by mass to 40.0% by mass, more preferably 10.0% by mass to 35.0% by mass, further preferably 12.0% by mass to 30.0% by mass.

Regarding the mineral composition of the above cement, the amount of C ₄ AF is preferably 9.0% by mass to 18.0% by mass, more preferably 10.0% by mass to 15.0% by mass, further preferably 11.0% by mass to 15.0% by mass.

If the mineral composition of the cement falls within this range, it becomes easy to ensure high fluidity of the mortar composition and high compressive strength of the hardened body.

Regarding the particle size of cement, the upper limit of the residue on a 45 μm sieve is preferably 25.0 mass%, more preferably 20.0 mass%, further preferably 18.0 mass%, especially preferably 15.0 mass%.

Regarding the particle size of cement, the lower limit of the residue on a 45μm sieve is Preferably it is 0.0 mass %, More preferably, it is 1.0 mass %, More preferably, it is 2.0 mass %, Most preferably, it is 3.0 mass %.

If the particle size of the cement falls within this range, high compressive strength can be ensured. Moreover, since the slurry prepared by using this cement has moderate viscosity, sufficient dispersibility can be ensured even when the following fiber is added.

The Blaine specific surface area of cement is preferably 2500cm ² /g~4800cm ² /g, more preferably 2800cm ² /g~4000cm ² /g, further preferably 3000cm ² /g~3600cm ² /g, especially 3200cm ² /g~3500cm ² /g.

If the Blaine specific surface area of cement is less than 2500 cm ² /g, the strength of the mortar composition tends to decrease, and if it exceeds 4800 cm ² /g, the fluidity at low water cement ratio tends to decrease.

In the manufacture of the above-mentioned cement, it is not necessary to carry out operations which are particularly different from ordinary cement. The above-mentioned cement can be produced by changing the preparation of raw materials such as limestone, silica, slag, coal ash, construction generated soil, and blast furnace dust according to the target mineral composition, and calcining in a real machine kiln. Gypsum is added to the obtained clinker and crushed to a specific particle size. As the kiln for calcination, a common NSP (new suspension preheater, new suspension preheater) kiln or SP (suspension preheater, suspension preheater) kiln, etc. can be used, and a common pulverizer such as a ball mill can be used for pulverization. In addition, two or more types of cement may be mixed as needed.

The above-mentioned silica fume is a by-product obtained by collecting dust from the exhaust gas produced during the manufacture of metal silicon, ferrosilicon alloy, and fused zirconia, and its main component is amorphous dissolved in alkali metal solution of SiO ₂ .

The average particle size of the silicon dioxide fume is preferably 0.05 μm to 2.0 μm, more preferably 0.10 μm to 1.5 μm, further preferably 0.18 μm to 0.28 μm, especially preferably 0.20 μm to 0.28 μm.

By using such silica fume, it is easy to ensure high fluidity of the mortar composition and high compressive strength of its hardened body.

The above-mentioned mortar composition is based on the total amount of cement and silica fume, and preferably contains 3% by mass to 30% by mass, more preferably 5% by mass to 20% by mass, and more preferably 10% by mass to 18% by mass. % by mass, preferably 10% by mass to 15% by mass of silicon dioxide fume.

The above-mentioned fine aggregates are not particularly limited, and river sand, land sand, sea sand, crushed sand, silica sand, limestone fine aggregates, blast furnace slag fine aggregates, ferronickel slag fine aggregates, copper ore fine aggregates, etc. can also be used. Slag fine aggregate, electric furnace oxidized slag fine aggregate, etc. The water absorption of the fine aggregate is preferably 5.00% or less, more preferably 4.00% or less, further preferably 3.00% or less, and most preferably 2.80% or less.

Thus, more stable fluidity can be obtained. Also, the term "water absorption" refers to a value measured in accordance with the method for measuring water absorption (unit: %) of aggregates specified in JIS A 1109:2006. In addition, the particle size of the fine aggregate is preferably such that all of them pass through a 10mm sieve, and more than 85% by mass pass through a 5mm sieve.

Also, the amount of fine aggregate in the mortar composition not containing fibers is preferably 100kg/m ³ ~800kg/m ³ , more preferably 200kg/m ³ ~600kg/m ³ , and still more preferably 250kg/m ³ ~500kg/m ³ .

As the inorganic fine powder, fine powders such as limestone powder, silica powder, crushed stone powder, and slag powder can also be used. Inorganic fine powder is a fine powder obtained by pulverizing or classifying limestone powder, silica powder, crushed stone powder, and slag powder until the Blaine specific surface area becomes 2500 cm ² /g or more, and it can be expected to improve the mortar composition. fluidity.

The Blaine specific surface area of the inorganic fine powder is preferably 3000cm ² /g~5000cm ² /g, more preferably 3200cm ² /g~4500cm ² /g, further preferably 3400cm ² /g~4300cm ² /g, especially Preferably it is 3600cm ² /g~4300cm ² /g.

The mixture of fine aggregate and inorganic fine powder preferably contains 40% by mass to 80% by mass, more preferably contains 45% by mass to 80% by mass, and more preferably contains 50% by mass to 75% by mass of particle size 0.15 Particles below mm.

The above mixture preferably contains 30% by mass to 80% by mass, more preferably 35% by mass to 70% by mass, and still more preferably 40% by mass to 65% by mass of particles with a particle size of 0.075 mm or less.

If the mixture of fine aggregate and inorganic fine powder contains less than 30% by mass of particles with a particle size of 0.075 mm or less, the viscosity of the mortar composition may be insufficient and material separation may occur.

The mixture of fine aggregate and inorganic fine powder is based on 100 parts by mass of the total amount of cement and silica fume, preferably 10 to 60 parts by mass of fine aggregate and 5 to 55 parts by mass of Inorganic fine powder, more preferably 15 to 45 parts by mass of fine aggregate, and 10 to 40 parts by mass of inorganic fine powder, more preferably 20 to 35 parts by mass of fine aggregate, And 15 to 30 parts by mass of inorganic fine powder.

Also, the unit amount of the mixture of fine aggregate and inorganic fine powder per 1 m ³ of the mortar composition not containing fibers is preferably 200kg/m ³ ~1000kg/m ³ , more preferably 400kg/m ³ ~900kg/m ³ , and more preferably 500kg/m ³ ~800kg/m ³ .

As the water reducer, lignin-based, naphthalenesulfonic acid-based, sulfamic acid-based, and polycarboxylic acid-based water-reducing agents, high-performance water-reducing agents, and high-performance AE (Air Entraining, air-entraining) water-reducing agents can also be used. From the viewpoint of ensuring fluidity at low water-to-cement ratios, polycarboxylic acid-based superplasticizers, high-performance superplasticizers, or high-performance AE superplasticizers can be used as superplasticizers, and polycarboxylic acid-based high-performance superplasticizers can also be used. In addition, in order to prepare a premixed mortar composition in which a water reducing agent is mixed in advance, the property of the water reducing agent is preferably powder.

The above mortar composition is preferably 0.01 to 6.0 parts by mass, more preferably 0.05 to 4.0 parts by mass, and more preferably 0.07 Parts by mass~3.0 parts by mass, Most preferably, it contains 0.10 to 2.0 parts by mass of a water reducing agent.

Examples of the antifoaming agent include special nonionic formulated surfactants, polyalkylene derivatives, hydrophobic silica, polyether-based, and the like. In this case, the above-mentioned mortar composition is preferably 0.01 to 2.0 parts by mass, more preferably 0.02 to 1.5 parts by mass, and further preferably 0.02 to 1.5 parts by mass relative to 100 parts by mass of the total amount of cement and silica fume. It is preferable to contain 0.03 mass part - 1.0 mass part of antifoaming agent.

The mortar composition may optionally contain one or more types of expansion material, shrinkage reducer, coagulation accelerator, coagulation retarder, thickener, re-emulsified resin powder, polymer emulsion, and the like.

In the above mortar composition, the amount of water added is 100 parts by mass to 25 parts by mass, more preferably 12 parts by mass to 20 parts by mass, relative to 100 parts by mass of the combined amount of cement and silica fume, and then Preferably it is 13 mass parts - 18 mass parts.

The unit water volume of the mortar composition not containing fibers is preferably 180kg/m ³ ~280kg/m ³ , more preferably 200kg/m ³ ~270kg/m ³ , and more preferably 210kg/m ³ ~260kg/m ³ .

The mortar composition (ultra-high-strength mortar) contains fibers as described above. Examples of fibers include organic fibers and inorganic fibers. Examples of organic fibers include polypropylene fibers, polyethylene fibers, vinylon fibers, acrylic fibers, and nylon fibers. Glass fiber, carbon fiber, etc. are mentioned as an inorganic fiber.

The standard fiber length of the fiber is preferably 2 mm to 50 mm, more preferably 3 mm to 40 mm, further preferably 4 mm to 30 mm, especially preferably 5 mm to 20 mm.

The upper limit of the elongation at break of the fiber is preferably 200% or less, more preferably 100% or less, further preferably 50% or less, especially preferably 30% or less.

The lower limit of the elongation at break of the fiber is preferably at least 1%.

The specific gravity of the fiber is preferably 0.90-3.00, more preferably 1.00-2.00, and still more preferably 1.10-1.50.

The aspect ratio of the fiber (standard fiber length/fiber diameter) is preferably 5-1200, more preferably 10-600, further preferably 20-300, especially preferably 30-200.

By using fibers satisfying these conditions, the high fluidity of the mortar composition can be ensured, and the fire resistance performance can also be improved. In addition, it is also possible to suppress chipping due to impact, such as chipped corners.

The amount of fiber added is relative to the mortar composition that does not contain fiber, and the added ratio is calculated. It is preferably 0.05 vol % to 4 vol %, more preferably 0.1 vol % to 3 vol %, further preferably 0.3 vol % to 2 vol %.

When the added amount of fiber is 0.05% by volume or more, sufficient fire burst resistance and impact resistance tend to be easily obtained. When the added amount of the organic fiber is 4% by volume or less, the organic fiber tends to be easily kneaded in the mortar composition.

The manufacturing method of the above-mentioned mortar composition is not particularly limited, and it can also be manufactured by a method in which a part or all of materials other than water and organic fibers are mixed in advance, and then water is added and put into a mixer for mixing. The mixer used for kneading the mortar composition is not particularly limited, and a mixer for mortar, a twin-shaft forced kneader, a pot mixer, a grout mixer, and the like can also be used. Mortar compositions can also be of the room temperature hardening type in order to be completed on site without standard heat treatment.

The compressive strength of the mortar hardened body of ultra-high-strength mortar is 28 days old, from the viewpoint of shock resistance, cost and durability, preferably 80N/mm ² ~200N/mm ² , more preferably 100N/mm ² ~ 200N/mm ² , more preferably 150N/mm ² to 200N/mm ² .

(B) Composition of the front surface

Next, the configuration of the front surface portion 2 of the building 1A will be described in more detail. As shown in FIGS. 2A to 3B , steel bars 11 are provided in the column portion 6 , the beam portion 7 , and the intersection portion 8 constituting the front surface portion 2 . The reinforcement bar 11 has a vertical reinforcement bar 12 and a horizontal reinforcement bar 13 .

The vertical steel bar 12 is continuously reinforced inside the column part 6, the intersection part 8 and the base part 9 as shown in Fig. 2A and Fig. 3B. The plumb steel bar 12 is fixed with the concrete hardening body or the mortar hardening body. Plumb Rebar 12 includes a plurality of main ribs 12a and a plurality of shear ribs 12b. The plurality of main ribs 12a extend in the vertical direction so as to pass through the column portion 6 , the intersection portion 8 and the base portion 9 . A plurality of main ribs 12a are arranged in a rectangular shape when viewed from the vertical direction. The plurality of shear ribs 12b are connected to the main ribs 12a so as to surround the plurality of main ribs 12a. The shear reinforcement 12b can also be connected to the main reinforcement 12a by, for example, binding wires.

The horizontal steel bar 13 is continuously reinforced inside the beam portion 7 and the intersection portion 8 as shown in FIG. 2B and FIG. 3A . The horizontal reinforcing bar 13 is fixed with the concrete hardening body or the mortar hardening body. The horizontal reinforcement 13 includes a plurality of main reinforcements 13a and a plurality of shear reinforcements 13b. The plurality of main ribs 13a extend in the horizontal direction in such a way as to pass through the beam portion 7 and the intersection portion 8 . A plurality of main ribs 13a are arranged in a rectangular shape when viewed from the horizontal direction. The plurality of shear ribs 13b are connected to the main ribs 13a so as to surround the plurality of main ribs 13a. The shear ribs 13b can also be connected to the main ribs 13a by, for example, binding wires.

The yield point of the steel used for the reinforcing bar 11 can be 295N/mm ² or more, 490N/mm ² ~1275N/mm ² , or 685N/mm ² ~1275N/mm ² . The tensile strength of the steel can be above 295N/mm ² , 620N/mm ² ~1500N/mm ² , or 800N/mm ² ~1500N/mm ² . The "yielding point" and "tensile strength" in this specification refer to values measured in accordance with the method described in JIS Z2241-2011.

(C) Design method

Next, the design method of the protrusion amount of the intersection part 8 which comprises a part of the design method of building 1A is demonstrated. The so-called "protrusion amount" in this specification refers to the length in the direction of the part protruding toward the beam part 7 side than the side surface of the column part 6 in the extending direction of the beam part 7 in the cross part 8, or the length of the cross part. 8 is the length in the direction of the portion that protrudes toward the column portion 6 side more than the side surface of the beam portion 7 in the extending direction of the column portion 6 . Hereinafter, description will be given focusing on the portion surrounded by the column portions 6c, 6d and the beam portions 7b, 7c shown in FIG. 1 .

First, as a comparative example, when the width and height of the intersection portion 8 are equal to the width and height of the column portions 6c, 6d and the heights of the beam portions 7b, 7c, respectively (when the protrusion amount is 0), the ratio of the bending capacity Be explained. As shown in FIG. 4, when an earthquake force Q in the horizontal direction is applied to the building 1A when an earthquake occurs, bending moments act on the columns 6c, 6d and the beams 7b, 7c. At this time, since the compressive strengths of the columns 6c, 6d, the beams 7b, 7c and the intersection 8 are different from each other, the stress concentrates on the connection between them (near the boundary). Therefore, bending failure easily occurs at the connection portion. Therefore, the flexural capacity (strength against bending fracture) acts in the connection portion. At this time, if the parameters M _B , M _C , L ₀ , and h ₀ are respectively defined as M _B : the flexural bearing capacity of the beam portion 7c at the time of bending failure

M _C : Bending bearing capacity of column 6d at the time of bending failure

L ₀ : Inner width between column parts 6c and 6d in the horizontal direction

h ₀ : the inner width between the beams 7b and 7c in the vertical direction, the gradient of the bending moment acting on the beam 7c can be obtained by formula 4, and the gradient of the bending moment acting on the column 6d can be obtained by It can be calculated|required by Formula 5.

If it is assumed that the intersection points of the vertical lines of the member are nodes, and the gradient of the bending moment acting on the member between adjacent nodes does not change, then the parameters M _B ', M _C ', L, and h are respectively defined as M _B ': Nodal moment of beam part 7c at the time of bending failure

M _C ': Nodal moment of column 6d at the time of bending failure

L: The straight-line distance between the node of the column part 6c and the beam part 7c and the node of the column part 6d and the beam part 7c

h: The straight-line distance between the node of the column part 6d and the beam part 7b and the node of the column part 6d and the beam part 7c

When , formulas 6 and 7 are established.

Therefore, the nodal moments M _B ′, M _C ′ can be given by formulas 8 and 9, respectively.

The bending capacity ratio of the column 6 and the beam 7 is defined as the ratio of the moment of the node when the column 6 or the beam 7 is damaged by bending, so the resistance in the node of the column 6d and the beam 7c The bending capacity ratio m is obtained by Equation 10. According to Equation 10, the bending capacity ratio m is obtained by dividing the larger value of the nodal moments M _B ′, M _C ′ by the smaller value of the nodal moments M _B ′, M _C ′. Therefore, in the case of M _B ′> _MC ′, Equation 8 and 9 can be used to transform Equation 10 into Equation 11. In the case of M _B '<M _C ', Equation 8 and Equation 9 can be used to transform Equation 10 into Equation 12.

Next, referring to FIG. 5 , the ratio of the flexural capacity when the intersection portion 8 protrudes toward the beam portion 7c side more than the side surfaces of the column portions 6c and 6d in the extending direction of the beam portion 7c will be described. The intersecting portion 8 shown in FIG. 5 is different from the intersecting portion 8 shown in FIG. 4 in that the amount of protrusion in the extending direction of the beam portion 7c is a ₁ (wherein, a ₁ >0), but it is different from the intersecting portion 8 shown in FIG. 4 in other respects. The intersection portion 8 shown in 4 is the same. The connection portion (junction portion) between the beam portion 7c and the intersection portion 8 having different compressive strengths is prone to bending failure as in each intersection portion 8 in FIGS. 4 and 5 . At this time, the gradient of the bending moment acting on the beam portion 7c is obtained by Equation 13.

The bending bearing capacity M _B of the beam portion 7c is the same value as long as the cross-sectional specification of the beam portion 7c does not change. Therefore, comparing Equation 4 and Equation 13, the denominator of Equation 13 is smaller than the denominator of Equation 4. Therefore, the gradient obtained by Equation 13 is greater than that obtained by Equation 4. In other words, although the magnitude of the flexural capacity _{M B} is the same between the intersecting portion 8 in FIG. 4 and the intersecting portion 8 in FIG. The connection part) differs by the degree of protrusion a ₁ , so a change occurs in the gradient.

As in the above case, if it is assumed that the gradient of the bending moment acting on the member between adjacent nodes does not change, then Equation 14 holds true.

Therefore, the nodal moment M _B ′ can be given by Equation 15. Comparing Equations 8 and 15, the denominator of Equation 15 is smaller than that of Equation 8, so the nodal moment M _{B ' obtained by Equation 15 is greater than the nodal moment M B '} obtained by Equation 4. That is, by changing the protrusion amount a1 _of the intersection portion 8 in the extending direction of the beam portion 7c, the magnitude of the nodal moment M _B ' is adjusted.

According to the above, in the case of M _B ′> _MC ′, Equation 9 and Equation 15 can be used to transform Equation 10 like Equation 16. In the case of M _B '<M _C ', Equation 9 and Equation 15 can be used to transform Equation 10 into Equation 17.

The protrusion amount a1 _of the intersecting portion 8 in the extending direction of the beam portion 7c is set so that the moment bearing capacity ratio m obtained by Equation 10 becomes 1.2 or more (first design condition). This protrusion amount a1 can also be set so that the bending capacity ratio m calculated|required by Formula 10 becomes _1.5 or more. The upper limit of the flexural capacity ratio m obtained by formula 10 may be 3.0, 2.5, or 2.0.

In the building 1A, at least one intersection 8 may protrude in the direction in which the beam 7c extends, or all the intersections 8 may protrude in the direction in which the beam 7c extends. In the intersecting portion 8 protruding in the extending direction of the beam portion 7c, the protrusion amount a1 of at least _one portion may satisfy the first design condition, or the protrusion amount a1 of all portions may satisfy the _first design condition.

(D) role

In the above-mentioned first embodiment, the intersection portion 8 is made of a material having a higher compressive strength than the hardened concrete constituting the column portion 6 and the beam portion 7 . Therefore, when an external force such as an earthquake force acts on the building 1A, damage is likely to occur at the connecting portion between the intersection portion 8 and the column portion 6 and the beam portion 7 . In the first embodiment, the intersection portion 8 protrudes toward the beam portion 7 side rather than the side surface of the column portion 6 in the extending direction of the beam portion 7 . In this case, since bending failure is likely to occur at the protruding position of the crossing portion 8 (near the boundary between the crossing portion 8 and the beam portion 7), the bending resistance (moment) acts at this position. Therefore, compared with the case where the intersecting portion 8 does not protrude, the moment gradient on the beam portion 7 becomes larger, and the nodal moment M _B ′ at the time of bending failure of the beam portion 7 becomes larger. In this way, as the nodal moment M _B ' becomes larger, the moment bearing capacity ratio m becomes larger. In particular, in the first embodiment, the protrusion amount a ₁ of the intersecting portion 8 is set so that the bending capacity ratio m satisfies the first design condition. Therefore, the actual bearing capacity of the building 1A can be made close to the calculated value by _an extremely simple method of adjusting the protrusion amount a1 of the intersection portion 8 . Therefore, it is possible to suppress the deviation between the actual bearing capacity and the calculated value easily and at low cost.

When the protrusion amount a1 is set so that the moment bearing capacity ratio m becomes 1.5 or more, the actual bearing capacity of the building _1A becomes equal to the calculated value. In this case, it is possible to further suppress the deviation between the actual bearing capacity and the calculated value.

In the first embodiment, the compressive strength of the intersecting portion 8 aged 28 days is 65 N/mm ² or more. Therefore, the earthquake resistance of the building 1A can be further improved.

In the first embodiment, the intersecting portion 8 includes a hardened mortar body obtained by hardening polymer cement mortar or ultra-high-strength mortar. Therefore, the hardened bodies exhibit extremely high compressive strength, and thus can further enhance the earthquake resistance of the building 1A.

[2] Second Embodiment

Next, the structure of a building 1B which is another example of an earthquake-resistant structure will be described with reference to FIGS. 6 and 7 . The building 1B is different from the building 1A in the protruding aspect of the intersection part 8 . Hereinafter, it demonstrates centering on the point which differs from the building 1A of 1st Embodiment, and the overlapping description is abbreviate|omitted.

The intersection portion 8 protrudes toward the column portion 6 side more than the side surface of the beam portion 7 in the extending direction of the column portion 6 . That is, the end surface of the crossing portion 8 in the extending direction of the column portion 6 (the interface between the column portion 6 and the intersection portion 8 ) is located closer to the adjacent beam portion 7 side than the side surface of the beam portion 7 in this direction. . On the other hand, the end surface of the crossing portion 8 in the extending direction of the beam portion 7 (the interface between the beam portion 7 and the crossing portion 8 ) is located at substantially the same height as the side surface of the column portion 6 in this direction.

Next, the design method of the protrusion amount of the intersection part 8 which comprises a part of the design method of the building 1B is demonstrated. The intersecting portion 8 shown in FIG. 8 is different from the intersecting portion 8 shown in FIG. 4 in that the amount of protrusion in the extending direction of the column portion 6d is a ₂ (wherein, a ₂ >0), but it is different from the intersecting portion 8 shown in FIG. 4 in other respects. The intersection portion 8 shown in 4 is the same. 4 and 8 are also the same as each intersection 8 in FIGS. At this time, the gradient of the bending moment acting on the pillar portion 6d is obtained by Equation 18.

The flexural bearing capacity M _C of the column portion 6d has the same value as long as the cross-sectional specification of the column portion 6d does not change. Therefore, comparing Equations 5 and 18, the denominator of Equation 18 is smaller than that of Equation 5, so the gradient obtained by Equation 18 is greater than that obtained by Equation 5. In other words, although the magnitude of the flexural bearing capacity M _C is equal between the intersection 8 in FIG. 4 and the intersection 8 in FIG _. The connection part) differs by the degree of protrusion a ₂ , so the gradient changes.

As in the above case, if it is assumed that the gradient of the bending moment acting on the member between adjacent nodes does not change, then Equation 19 holds true.

Therefore, the nodal moment M _C ′ is given by Equation 20. Comparing Equations 9 and 20, the denominator of Equation 20 is smaller than that of Equation 9, so the nodal moment M _{C ' obtained by Equation 20 is greater than the nodal moment M C '} obtained by Equation 9. That is, by changing the protrusion amount a2 of the intersecting portion ₈ in the extending direction of the column portion 6d, the magnitude of the nodal moment M _C ′ is adjusted.

According to the above, in the case of M _B ′> _MC ′, Equation 8 and Equation 20 can be used to transform Equation 10 like Equation 21. In the case of M _B '<M _C ', Equation 8 and Equation 20 can be used to transform Equation 10 into Equation 22.

The protrusion amount a2 of the intersecting portion ₈ in the extending direction of the column portion 6d is set so that the bending capacity ratio m obtained by Equation 10 becomes 1.2 or more (the second design condition). This protrusion amount a2 can also be set so that the bending capacity ratio m calculated|required by Formula ₁₀ becomes 1.5 or more. The upper limit of the flexural capacity ratio m obtained by formula 10 may be 3.0, 2.5, or 2.0.

In the building 1B, at least one intersection 8 may protrude in the direction in which the column 6 extends, or all the intersections 8 may protrude in the direction in which the column 6 extends. In the intersecting portion 8 protruding in the extending direction of the column portion 6, the protrusion amount a2 of at least one portion may satisfy the _second design condition, or the protrusion amount a2 of all portions may satisfy the _second design condition.

Also in the building 1B of the second embodiment described above, the same effects as those of the building 1A of the first embodiment are exhibited.

[3] The third embodiment

Next, the structure of a building 1C which is another example of an earthquake-resistant structure will be described with reference to FIG. 9 . The building 1C differs from the building 1A of the first embodiment in the protruding aspect of the intersection portion 8 . Hereinafter, it demonstrates centering on the point which differs from the building 1A of 1st Embodiment, and the overlapping description is abbreviate|omitted.

Of the crossing portions 8 constituting the front surface portion 2 , the crossing portion 8 a located off the center in the horizontal direction protrudes toward the beam portion 7 side rather than the side surface of the column portion 6 in the extending direction of the beam portion 7 . Specifically, each crossing portion 8a between the column portion 6b and the beam portions 7a to 7d, each intersection portion 8a between the column portion 6c and the beam portions 7a to 7d, and each intersection portion 8a between the column portion 6d and the beam portions 7a to 7d are It protrudes further toward the beam portion 7 side than the side surface of the column portion 6 in the extending direction of the beam portion 7 . That is, the end surface (interface between the beam 7 and the intersection 8 ) in the extending direction of the beam 7 in the intersection 8 a is located closer to the adjacent column 6 than the side of the column 6 in this direction. The protrusion amount a1 _of the crossing portion 8a in the extending direction of the beam portion 7 is set so that the bending capacity ratio m of Equation 10 becomes 1.2 or more as in the first embodiment (first design condition). On the other hand, the end surface (interface between the column portion 6 and the intersection portion 8 ) in the extending direction of the column portion 6 in the intersection portion 8 is located at substantially the same height as the side surface of the beam portion 7 in this direction.

Of the crossing portions 8 constituting the front surface portion 2 , the crossing portions 8 b located at both ends in the horizontal direction protrude toward the pillar portion 6 side more than the side surfaces of the beam portion 7 in the extending direction of the pillar portion 6 . Specifically, each crossing portion 8b between the pillar portion 6a and the beam portions 7a-7d, and each crossing portion 8b between the pillar portion 6e and the beam portions 7a-7d is closer to the side surface of the beam portion 7 in the extending direction of the pillar portion 6. It protrudes toward the column portion 6 side. That is, the end surface (interface between the column portion 6 and the intersection portion 8 ) in the extending direction of the column portion 6 in the intersection portion 8 b is located closer to the adjacent beam portion 7 than the side surface of the beam portion 7 in this direction. The projection amount a2 of the intersecting portion 8b in the extending direction of the column portion 6 is set so that the bending capacity ratio m of Equation 10 becomes 1.2 or more as in the _second embodiment (second design condition). On the other hand, the end surface of the beam 7 in the intersection 8 in the extending direction (the interface between the beam 7 and the intersection 8 ) is located at approximately the same height as the side surface of the column 6 in this direction.

Also in the building 1C of the third embodiment as described above, the same effects as those of the building 1A of the first embodiment are exhibited.

In addition, when an external force in the horizontal direction is imparted (acted) to the building 1C due to an earthquake, etc., an upward force (tension force) is generated at one end of each beam portion 7, and an upward force (tensile force) is generated at the other end of each beam portion 7. A downward force (compressive force) is generated, thereby imparting (applying) a variable axial force to adjacent column portions 6 . In the center of the building 1C in the horizontal direction, the variable axial force generated at the end of the beam 7 is offset by the variable axial force generated at the end of another adjacent beam 7 , but the force in the horizontal direction remains. On the other hand, at both ends in the horizontal direction in the building 1C, the variable axial force generated at the outermost end of the beam portion 7 remains without canceling out other variable axial forces. Therefore, a variable axial force acts on the column portions 6a, 6e at both ends in the horizontal direction in the building 1C. That is, in the building 1C, an upward force (tensile force) acts on one of the column portions 6a, 6e located at both ends in the horizontal direction, and a downward force (compressive force) acts on the other. . Since the variable axial force becomes larger as it goes down, the force is intensively applied to the foundations 9 supporting both sides of the building 1C.

However, in the third embodiment, the intersecting portion 8a located in the partial center of the building 1C satisfies Equation 10 with the ratio m of the flexural capacity, and is more toward the side of the column portion 6 than the side of the column portion 6 in the extending direction of the beam portion 7. It protrudes toward the beam portion 7 side. Therefore, in the central part of the building 1C in the horizontal direction, the bearing capacity of the beam part 7 can be increased relative to the remaining force in the horizontal direction. In the third embodiment, the intersecting portion 8b located at the partial end of the building 1C satisfies the formula 10 in terms of the bending capacity ratio m, and is closer to the column than the side of the beam portion 7 in the extending direction of the column portion 6. Part 6 protrudes from the side. Therefore, the partial end portion of the building 1C in the horizontal direction can increase the bearing capacity of the column portion 6 relative to the variable axial force. As a result, the bearing capacity of the building 1C can be exhibited more effectively.

[4] Fourth Embodiment (A) Composition of reinforced buildings

Next, the structure of the reinforced building 5A in which the reinforced structure 4 has been constructed in the existing building 3 will be described with reference to FIGS. 10 to 12B. An example of the reinforced structure 4 series of earthquake-resistant structures. The reinforced building 5A in which the reinforced structure 4 has been constructed in the existing building 3 is also an example of an earthquake-resistant structure. The seismic performance of the strengthened building 5A (seismic structure) is particularly exhibited in the reinforced structure 4 (seismic structure).

The existing building 3 includes a plurality of existing column portions 16 , a plurality of existing beam portions 17 , a plurality of existing intersection portions 18 , a plurality of foundation portions 19 (existing foundation portions), and a floor portion 20 . Although not shown in the figure, the existing building 3 also has outer walls, windows, and the like.

A plurality of original column parts 16 are respectively disposed on the base part 19 . The plurality of original column parts 16 extend in the vertical direction and are arranged substantially parallel to each other in the horizontal direction. The original beam portion 17 is arranged between the adjacent original column portions 16 . The plurality of original beam portions 17 extend in the horizontal direction and are arranged substantially parallel to each other in the vertical direction.

The assembled object formed by the original column portion 16 and the original beam portion 17 is in the shape of a grid. The original column portion 16 and the original beam portion 17 have, for example, a quadrangular column shape with a rectangular cross section. The thickness (depth) of the original column portion 16 may also be about 400 mm to 1000 mm. The width of the original column part 16 can also be 400mm~ About 1000mm. The thickness (depth) of the original beam portion 17 may also be about 200 mm to 500 mm. The beam height (height) of the original beam portion 17 may also be about 500 mm to 1200 mm.

In the fourth embodiment, five original column parts 16 are arranged horizontally. Hereinafter, these original column parts 16 may be referred to as original column parts 16 a to 16 e sequentially from the left side of FIG. 10 . In this embodiment, four original beam portions 17 are arranged in a line in the vertical direction. These existing beam portions 17 may be referred to as existing beam portions 17 a to 17 d sequentially from the lower side in FIG. 1 . Part or all of the lowermost existing beam portion 17a may be buried in the ground, for example.

The original intersection portion 18 is located at the intersection of the original column portion 16 and the original beam portion 17 respectively. The existing intersection portion 18 also functions as a part of the existing column portion 16 . The original intersection portion 18 is, for example, in the shape of a quadrangular column with a rectangular cross section. The thickness (depth) of the original intersection portion 18 may be, for example, about 400 mm to 1000 mm.

The foundation part 19 supports the existing building 3 via the existing column part 16 . At least the lower part or all of the foundation part 19 may be buried in the ground, for example.

The floor part 20 extends along the horizontal plane between the original column part 16 and the original beam part 17 . The floor part 20 functions as a floor and a ceiling. In the fourth embodiment, between the upper end and the lower end of the original column portion 16, four floor portions are arranged vertically. Therefore, the original buildings shown in Fig. 10 are 3 series of 3-story buildings.

In the example shown in FIG. 1, the original beam portion 17a (the original foundation beam portion) is respectively located between the original column portions 16a, 16b, and between the original column portions 16b, 16c corresponding to the position corresponding to the first floor floor. Between the original column parts 16c and 16d, and between the original column parts 16d and 16e. The original beam portion 17b is located between the original column portions 16a and 16b, between the original column portions 16b and 16c, between the original column portions 16c and 16d, and between the original There is a space between column parts 16d and 16e. The original beam portion 17c is respectively located between the original column portions 16a, 16b, the original There are between the column parts 16b and 16c, between the original column parts 16c and 16d, and between the original column parts 16d and 16e. The original beam portion 17d is located between the original column portions 16a and 16b, between the original column portions 16b and 16c, between the original column portions 16c and 16d, and the original column portion 16d corresponding to the position corresponding to the 3rd floor ceiling. , Between 16e. Moreover, the original intersection portion 18 at the intersection of the original column portion 16 and the original beam portion 17a is also called an original foundation intersection portion.

The original column part 16, the original beam part 17, the original intersection part 18, the foundation part 19, and the floor part 20 contain reinforced concrete, for example. That is, the existing column portion 16, the existing beam portion 17, the existing intersection portion 18, the foundation portion 19, and the floor portion 20 include: a hardened concrete body; and steel bars located inside the hardened concrete body. For example, in the existing column portion 16, the existing beam portion 17, and the existing intersection portion 18, as shown in FIGS. 11A to 12B , reinforcement bars 21 are provided. The reinforcing bar 21 has a vertical reinforcing bar 22 and a horizontal reinforcing bar 23 . The yield point and tensile strength of the steel used for the reinforcing bar 21 may be equal to those of the reinforcing bar 11 in the first embodiment, respectively.

The vertical steel bar 22 is continuously reinforced inside the original column portion 16 , the original cross portion 18 and the base portion 19 as shown in FIG. 11A and FIG. 12B . The plumb steel bar 22 is fixed with the concrete hardening body. The vertical steel bar 22 includes a plurality of main ribs 22a and a plurality of shear reinforcement bars 22b. The plurality of main ribs 22a extend in the vertical direction so as to pass through the original column portion 16 , the original cross portion 18 and the base portion 19 . A plurality of main ribs 22a are arranged in a rectangular shape when viewed from the vertical direction. The plurality of shear ribs 22b are connected to the main ribs 22a so as to surround the plurality of main ribs 22a. The shear ribs 22b can also be connected to the main ribs 22a by, for example, binding wires.

The horizontal steel bar 23 is continuously reinforced inside the original beam portion 17 and the original cross portion 18 as shown in FIG. 11B and FIG. 12A . The horizontal reinforcing bar 23 is fixed with the concrete hardening body. The horizontal reinforcement 23 includes a plurality of main reinforcements 23a and a plurality of shear reinforcements 23b. The plurality of main ribs 23a extend horizontally in such a way as to pass through the original beam portion 17 and the original intersection portion 18 . A plurality of main ribs 23a are arranged in a self-horizontal Arranged in a rectangular shape for observation. The plurality of shear ribs 23b are connected to the main ribs 23a so as to surround the plurality of main ribs 23a. The shear ribs 23b can also be connected to the main ribs 23a by, for example, binding wires.

(B) Composition of reinforced structures

The reinforcement structure 4 is arranged on the outer wall surface of the existing building 3 (the front surface of the existing building 3 in FIG. 10 ). As shown in FIG. 10 , the reinforced structure 4 includes a plurality of reinforced pillars 26 (pillars), a plurality of reinforced beams 27 (beams), and a plurality of reinforced intersections 28 (intersects).

The reinforced column portion 26 is arranged on the outer wall of the existing building 3 at a position corresponding to the original column portion 16 . The reinforcing column portion 26 extends in the same direction as the extending direction of the original column portion 16 . That is, the reinforcing column portion 26 extends in the vertical direction. The reinforcing column portion 26 is provided on the base portion 19 . Therefore, the foundation part 19 also supports the reinforcement structure 4 on the ground via the reinforcement column part 26 .

In the example shown in FIG. 10 , the reinforcing column portions 26 are respectively located on the first floor and the second floor of the existing building 3 . In the central part of the existing building 3, the reinforcing column part 26 is also located in the third floor part of the existing building 3. In the fourth embodiment, five reinforcing column parts 26 are arranged horizontally. Hereinafter, these reinforcement pillar parts 26 may be called reinforcement pillar parts 26a-26e sequentially from the left side of FIG. The thickness (depth) of the reinforcing column portion 26 may be, for example, about 350 mm to 600 mm. The width of the reinforcing column portion 26 may also be about 500 mm to 800 mm.

The reinforced beam portion 27 is arranged on the outer wall surface of the existing building 3 at a position corresponding to the original beam portion 17 . The reinforcing beam portion 27 extends in the same direction as that of the original beam portion 17 . That is, the reinforcing beam portion 27 extends in the horizontal direction. The reinforcing beam portion 27 is located between the adjacent original column portions 16 in the horizontal direction. In the fourth embodiment, four reinforcing beam portions 27 are arranged in a line in the vertical direction. Hereinafter, these reinforcement beam parts 27 may be called reinforcement beam parts 27a-27d sequentially from the bottom side of FIG. Part or all of the lowermost reinforcing beam portion 27a (reinforcing base beam portion) may be, for example, The state of being buried in the ground. The thickness (depth) of the reinforcing beam portion 27 may be, for example, about 350 mm to 500 mm. The beam height (height) of the reinforced beam portion 27 can be about 500 mm to 900 mm, and it can also be about 100 mm larger than the width of the original column portion 16 .

In the example shown in Fig. 10, the reinforced beam portion 27a corresponds to the original beam portion 17a and is respectively located between the reinforced column portions 26a, 26b, between the reinforced column portions 26b, 26c, between the reinforced column portions 26c, 26d, and between the reinforced column portions 26a and 26d. Between the column parts 26d and 26e. The reinforced beams 27b correspond to the original beams 17b and are respectively located between the reinforced columns 26a, 26b, between the reinforced columns 26b, 26c, between the reinforced columns 26c, 26d, and between the reinforced columns 26d, 26e. The reinforced beam portion 27c corresponds to the original beam portion 17c and is respectively located between the reinforced column portions 26a, 26b, between the reinforced column portions 26b, 26c, between the reinforced column portions 26c, 26d, and between the reinforced column portions 26d, 26e. The reinforcing beam portion 27d corresponds to the existing beam portion 17d and is located between the reinforcing column portions 26b, 26c, and between the reinforcing column portions 26c, 26d.

In the fourth embodiment, the reinforcing column parts 26a~26e and the reinforcing beam parts 27a~27d are positioned as described above, so as shown in FIG. The words are convex. That is, the height of the two side portions in the horizontal direction (extending direction of the reinforcing beam portion 27) in the reinforcing structure 4 is lower than that of the two sides in the horizontal direction (extending direction of the reinforcing beam portion 27) in the reinforcing structure 4. The height of the part (central part) between the parts.

The reinforced intersection 28 is arranged on the outer wall of the existing building 3 at a position corresponding to the original intersection 18 . That is, the reinforcement crossing portion 28 is located at a portion where the reinforcement column portion 26 and the reinforcement beam portion 27 intersect each other. The reinforcement intersection portion 28 connects the ends of the reinforcement column portion 26 and the reinforcement beam portion 27 to each other. Therefore, the reinforcement structure 4 is configured in a lattice shape by the reinforcement column portion 26 , the reinforcement beam portion 27 , and the reinforcement intersection portion 28 . The thickness (depth) of the reinforcement intersection part 28 may be 600 mm or less, for example. Furthermore, the reinforcement crossing portion 28 located at the intersection of the reinforcement column portion 26 and the reinforcement beam portion 27a is also called a reinforcement base crossing portion.

The reinforcement intersection portion 28 protrudes toward the reinforcement beam portion 27 side than the side surface of the reinforcement column portion 26 in the extending direction of the reinforcement beam portion 27 . That is, the end surface of the reinforcing cross portion 28 in the extending direction of the reinforcing beam portion 27 (the interface between the reinforcing beam portion 27 and the reinforcing crossing portion 28 ) is located closer to the side of the reinforcing column portion 26 in this direction. The reinforcement column part 26 side. On the other hand, the end surface of the reinforcement cross section 28 in the extending direction of the reinforcement column section 26 (the interface between the reinforcement column section 26 and the reinforcement intersection section 28 ) is located approximately equal to the side surface of the reinforcement beam section 27 in this direction. the height.

The reinforced column portion 26 and the reinforced beam portion 27 include, for example, reinforced concrete in which a reinforcing bar 31 (described later) is embedded in a hardened concrete body. That is, the reinforcing column portion 26 and the reinforcing beam portion 27 include: a hardened concrete body; and a steel bar 31 located inside the hardened concrete body. The reinforced intersection portion 28 is a member in which a steel bar 31 is buried inside a hardened body exhibiting a compressive strength higher than that of a hardened concrete body. That is, the intersection portion 8 includes: the hardened body; and the steel bar 31 located inside the hardened body. The hardened body may be, for example, a hardened mortar body obtained by hardening polymer cement mortar or ultra-high-strength mortar, as in the first embodiment.

Next, the configuration of the reinforcing structure 4 will be described in more detail. As shown in FIGS. 11A to 12B , steel bars 31 are provided in the reinforced column portion 26 , the reinforced beam portion 27 and the reinforced intersection portion 28 constituting the reinforced structure 4 . The reinforcement 31 has a vertical reinforcement 32 and a horizontal reinforcement 33 . The yield point and tensile strength of the steel material used for the reinforcing bar 31 may be equal to those of the reinforcing bar 11 in the first embodiment, respectively.

The vertical steel bar 32 is continuously reinforced inside the reinforcing column part 26, the reinforcing cross part 28 and the base part 19 as shown in Fig. 11A and Fig. 12B. The plumb steel bar 32 is fixed with the concrete hardening body or the mortar hardening body. The vertical steel bar 32 includes a plurality of main ribs 32a and a plurality of shear reinforcement bars 32b. The plurality of main ribs 32 a extend in the vertical direction so as to pass through the reinforcement column portion 26 , the reinforcement intersection portion 28 and the base portion 19 . The plurality of main ribs 32a are arranged in a rectangular shape when viewed from the vertical direction. The plurality of shear ribs 32b are connected to the main ribs 12a so as to surround the plurality of main ribs 32a. shear rib 32b may also be connected to the main rib 32a by, for example, binding wires.

The horizontal steel bar 33 is continuously reinforced inside the reinforced beam portion 27 and the reinforced cross portion 28 as shown in FIG. 11B and FIG. 12A . The horizontal reinforcing bar 33 is fixed with the concrete hardening body or the mortar hardening body. The horizontal reinforcement 33 includes a plurality of main reinforcements 33a and a plurality of shear reinforcements 33b. The plurality of main ribs 33a extend in the horizontal direction so as to pass through the reinforcing beam portion 27 and the reinforcing cross portion 28 . The plurality of main ribs 33a are arranged in a rectangular shape when viewed from the horizontal direction. The plurality of shear ribs 33b are connected to the main ribs 33a so as to surround the plurality of main ribs 33a. The shear ribs 33b can also be connected to the main ribs 33a by, for example, binding wires.

The reinforced structure 4 is connected to the existing building 3 by the anchor 34 . One end side of the anchor 34 is buried in the reinforcement structure 4 (the reinforcement column part 26 and the reinforcement beam part 27). The other end of the anchor 34 is buried in the existing building 3 (the existing column portion 16, the existing beam portion 17 and the foundation portion 19). The anchor 34 plays a role of transmitting vibration energy (for example, seismic energy) applied to the existing building 3 to the reinforced structure 4 . As the anchor 34, various well-known anchor bolts can also be used, for example.

(C) Design method

The protrusion amount a3 of the reinforced intersection portion ₂₈ can be designed in the same manner as the intersection portion 8 of the first embodiment. That is, the protrusion amount a3 of the reinforcement crossing portion 28 in the extending direction of the reinforcement beam portion 27 is set so that the flexural capacity ratio _m expressed by Equation 10 becomes 1.2 or more (the third design condition). This protrusion amount a3 can also be set so that the bending capacity ratio _m may become 1.5 or more. The upper limit of the flexural capacity ratio m may be 3.0, 2.5, or 2.0.

Regarding the reinforcement structure 4 , at least one reinforcement intersection 28 may protrude in the direction in which the reinforcement beam 27 extends, or all the reinforcement intersections 28 may protrude in the direction in which the reinforcement beam 27 extends. The protrusion amount a3 of at least one part of the reinforcing intersection part 28 protruding in the extending direction of the reinforcing beam part 27 may satisfy the _third design condition, or the protrusion amount a3 of all parts may satisfy the _third design condition.

(D) role

In the reinforced building 5A of the fourth embodiment as described above, as in the building 1A _of the first embodiment, it is possible to make The actual bearing capacity of the strengthened building 5A of the reinforced structure 4 is close to the calculated value. Therefore, it is possible to suppress the deviation between the actual bearing capacity and the calculated value easily and at low cost.

When the protrusion amount a3 is set so that the moment bearing capacity ratio _m becomes 1.5 or more, the actual bearing capacity of the reinforced building 5A becomes equal to the calculated value. In this case, it is possible to further suppress the deviation between the actual bearing capacity and the calculated value.

In the fourth embodiment, the compressive strength of the intersecting portion 8 aged 28 days is 65 N/mm ² or more. Therefore, the earthquake resistance of the reinforced building 5A can further be improved.

In the fourth embodiment, the reinforced intersecting portion 28 includes a hardened mortar body obtained by hardening polymer cement mortar or ultra-high-strength mortar. Therefore, these hardened bodies exhibit extremely high compressive strength, so that the earthquake resistance of the reinforced building 5A can be further improved.

In other words, when an external force in the horizontal direction is applied (acted) to the reinforced structure 4 due to an earthquake or the like, an upward force (tensile force) is generated at one end of each reinforced beam portion 27, and each reinforced beam portion 27 The other end generates a downward force (compression force), and a variable axial force is imparted (applied) to each adjacent reinforcing column portion 26 . Here, as an example, assuming that an external force in the horizontal direction (direction from left to right in FIG. 10 ) acts on the reinforcement structure 4, an upward force is generated at the left end of the reinforcement beam portion 27, and an upward force is generated at the right end of the reinforcement beam portion 27. The situation of the next force. The upward force generated at the left end of the reinforcing beam portions 27a~27d located between the reinforcing column portions 26c and 26d cancels the downward force generated at the right end of the reinforcing beam portions 27a~27d located between the reinforcing column portions 26b and 26c . The downward force generated at the right end of the reinforcing beam parts 27a~27c located between the reinforcing column parts 26c and 26d cancels the upward force generated at the left end of the reinforcing beam parts 27a~27c located between the reinforcing column parts 26d and 26e . Produced in the reinforced column part 26b, The upward force at the left end of the reinforcing beams 27a~27c between 26c cancels the downward force generated at the right end of the reinforcing beams 27a~27d between the reinforcing columns 26a, 26b.

Therefore, in the fourth embodiment in which the reinforcement structure 4 has a convex shape (mountain shape) as a whole, the upward force generated at the left end of the reinforcement beam portions 27a to 27c located between the reinforcement column portions 26a and 26b does not correspond to the upward force. The other forces are canceled out and remain, and the upward tensile force acts on the reinforcing column part 26a, and is concentratedly applied to the base part 19 supporting the reinforcing column part 26a. The downward force generated at the right ends of the reinforcing beams 27a-27c between the reinforcing columns 26d and 26e remains without being canceled out by other forces, and the downward compressive force acts on the reinforcing column 26e, and is concentratedly applied to the reinforcing column 26e. The base part 19 supports the reinforcement column part 26e. The upward force generated at the left end of the reinforcing beam portion 27d between the reinforcing column portions 26b, 26c remains without being counteracted by other forces, the upward tensile force acts on the reinforcing column portion 26b, and the variable axial force acts on the reinforcing column portion 26b. The base part 19 which supports the reinforcement column part 26b. The downward force generated at the right end of the reinforcing beam portion 27d between the reinforcing column portions 26c and 26d remains without being counteracted by other forces, and the downward compressive force acts on the reinforcing column portion 26d, while the variable axial force acts The base part 19 supporting the reinforcing column part 26d. Thus, in the reinforcement structure 4, the variable axial force acting on the base portion 19 supporting the reinforcement column portions 26a, 26e is distributed to the base portion 19 supporting the reinforcement column portions 26b, 26d. Therefore, in the case of a reinforcement structure in which the reinforcement column and the reinforcement beam are formed as a whole in a quadrangular shape, force is concentratedly applied to the vertically aligned sides of the reinforcement structure on both sides in the horizontal direction. The number of reinforced beam parts is the base part, but in the case of the reinforced structure 4 of this embodiment that is convex (mountain-shaped) as a whole, the bearing capacity of the reinforced structure 4 can be more effectively exerted ( The bearing capacity of the strengthened building 5A).

[5] Fifth Embodiment

Next, the structure of a reinforced building 5B which is another example of an earthquake-resistant structure will be described with reference to FIGS. 13 and 14 . The strengthened building 5B is in the aspect of strengthening the prominent aspect of the intersection 28 It is different from the reinforced building 5A of the fourth embodiment. Hereinafter, descriptions will be made centering on differences from the reinforced building 5A of the fourth embodiment, and overlapping descriptions will be omitted.

The reinforcing intersection portion 28 protrudes toward the reinforcing column portion 26 side than the side surface of the reinforcing beam portion 27 in the extending direction of the reinforcing column portion 26 . That is, the end surface of the reinforcing cross section 28 in the extending direction of the reinforcing column section 26 (the interface between the reinforcing column section 26 and the reinforcing intersecting section 28 ) is located closer to the side surface of the reinforcing beam section 27 in this direction. The reinforcement beam part 27 side. On the other hand, the end surface of the reinforcing cross portion 28 in the extending direction of the reinforcing beam portion 27 (the interface between the reinforcing beam portion 27 and the reinforcing crossing portion 28 ) is located approximately equal to the side surface of the reinforcing column portion 26 in this direction. the height.

The protrusion amount a4 of the reinforced intersection portion 28 can be designed in the same manner as the intersection portion ₈ of the second embodiment. That is, the protrusion amount a4 of the reinforcement crossing portion 28 in the extending direction of the reinforcement column portion 26 is set so that the bending resistance ratio m expressed by Equation 10 becomes 1.2 or more (the _fourth design condition). This protrusion amount _a4 can also be set so that the bending capacity ratio m may become 1.5 or more. The upper limit of the flexural capacity ratio m may be 3.0, 2.5, or 2.0.

Regarding the reinforcement structure 4 , at least one reinforcement intersection 28 may protrude in the direction in which the reinforcement column 26 extends, or all the reinforcement intersections 28 may protrude in the direction in which the reinforcement column 26 extends. The protrusion amount a4 of at least one part of the reinforcing intersection part 28 protruding in the extending direction of the reinforcing column part 26 may satisfy the _fourth design condition, or the protrusion amount a4 of all parts may satisfy the _fourth design condition.

Also in the reinforced building 5B of the fifth embodiment described above, the same operational effect as that of the reinforced building 5A of the fourth embodiment is exhibited.

[6] Sixth Embodiment

Next, the structure of a reinforced building 5C which is another example of an earthquake-resistant structure will be described with reference to FIG. 15 . The reinforced building 5C is different from the reinforced building 5A of the fourth embodiment in the protruding form of the intersection. In the following, the reinforced building 5A of the fourth embodiment is used The different aspects will be explained as the center, and repeated explanations will be omitted.

Among the reinforcement intersections 28 , the reinforcement intersection 28 a located at the center of the reinforcement structure 4 in the horizontal direction protrudes toward the reinforcement beam 27 side than the side of the reinforcement column 26 in the extending direction of the reinforcement beam 27 . Specifically, each reinforced intersection 28a between the reinforced column portion 26b and the reinforced beam portions 27a-27d, each reinforced intersected portion 28a between the reinforced column portion 26c and the reinforced beam portions 27a-27d, and the reinforced column portion 26d and the reinforced beam portion 27a Reinforcement intersections 28a of ~27d protrude toward the side of the reinforcement beam 27 in the extending direction of the reinforcement beam 27 more than the side surfaces of the reinforcement column 26 . That is, the end surface of the reinforcing beam portion 27 in the extending direction of the reinforcing cross portion 28a (the interface between the reinforcing beam portion 27 and the reinforcing crossing portion 28 ) is located closer to the side of the reinforcing column portion 26 in this direction. The column portion 26 side is reinforced. The protrusion amount a3 _of the reinforcing intersection portion 28a in the extending direction of the reinforcing beam portion 27 is set so that the bending capacity ratio m of Equation 10 becomes 1.2 or more as in the fourth embodiment (third design condition). On the other hand, the end surface of the reinforcing column portion 26 in the reinforcing intersection portion 28 in the extending direction (the interface between the reinforcing column portion 26 and the reinforcing intersecting portion 28 ) is located approximately equal to the side surface of the reinforcing beam portion 27 in this direction. the height.

Among the reinforcement intersections 28 , the reinforcement intersections 28 b located at both ends of the reinforcement structure 4 in the horizontal direction protrude toward the reinforcement column 26 side than the side surfaces of the reinforcement beams 27 in the extending direction of the reinforcement column 26 . Specifically, each reinforced crossing portion 28b between the reinforcing column portion 26a and the reinforcing beam portions 27a-27c, and each reinforcing intersecting portion 28b between the reinforcing column portion 26e and the reinforcing beam portions 27a-27c is in the extending direction of the reinforcing column portion 26. It protrudes toward the reinforcement column portion 26 side than the side surface of the reinforcement beam portion 27 . That is, the end surface (interface between the reinforcing column portion 26 and the reinforcing intersecting portion 28) in the extending direction of the reinforcing column portion 26 in the reinforcing intersecting portion 28b is located closer to the side surface of the reinforcing beam portion 27 in this direction. The beam portion 27 side is reinforced. The protrusion amount a4 of the reinforcement crossing portion 28b in the extending direction of the reinforcement column portion 26 is set so that the flexural capacity ratio m of Equation 10 becomes 1.2 or more as in the fifth embodiment ( _fourth design condition). On the other hand, the end surface of the reinforcing cross portion 28 in the extending direction of the reinforcing beam portion 27 (the interface between the reinforcing beam portion 27 and the reinforcing crossing portion 28 ) is located approximately in the same direction as the side surface of the reinforcing column portion 26 . equal height.

Also in the reinforced building 5C of the sixth embodiment described above, the same effect as that of the reinforced building 5A of the fourth embodiment is exhibited.

In the sixth embodiment, the reinforced intersecting portion 28a located at the partial center of the reinforced structure 4 satisfies the formula 10 in terms of the flexural capacity ratio m, and is larger than the side surface of the reinforced column portion 26 in the extending direction of the reinforced beam portion 27. It protrudes further toward the reinforcing beam portion 27 side. Therefore, the central portion of the reinforcing structure 4 in the horizontal direction can increase the bearing capacity of the reinforcing beam portion 27 relative to the remaining force in the horizontal direction. In the sixth embodiment, the reinforced intersecting portion 28b located at the partial end of the reinforced structure 4 satisfies the formula 10 in terms of the bending capacity ratio m, and is larger than that of the reinforced beam portion 27 in the extending direction of the reinforced column portion 26. The side faces protrude further toward the reinforcing column portion 26 side. Therefore, the partial end portion of the reinforcement structure 4 in the horizontal direction can increase the bearing capacity of the reinforcement column portion 26 relative to the variable axial force. As a result, in the reinforced building 5C of the sixth embodiment, similarly to the building 1C of the third embodiment, the load-bearing capacity of the reinforced structure 4 and the reinforced building 5C can be more effectively exhibited.

[7] Seventh Embodiment

Next, the structure of the reinforced building 5D which is another example of the earthquake-resistant structure will be described with reference to FIG. 16 . The reinforced building 5D differs from the reinforced building 5A of the fourth embodiment in the shape of the reinforced intersection 28 . Hereinafter, descriptions will be made centering on differences from the reinforced building 5A of the fourth embodiment, and overlapping descriptions will be omitted.

The reinforcing intersection portion 28 has a main portion 28A, and at least one of a connection portion 28B and a connection portion 28C. The upper end or lower end of the main portion 28A is connected to the reinforcing column portion 26 . The width of the main portion 28A is the same as that of the reinforcing column portion 26 in the extending direction of the reinforcing column portion 26 .

The connecting portion 28B is located between one end of the main portion 28A (the right end in FIG. 16 ) and the reinforcing beam portion 27 facing the end (the reinforcing beam portion 27 adjacent to the right side of the main portion 28A in FIG. 16 ), and connect them. The width in the vertical direction of the connection portion 28B becomes larger toward the main portion 28A side. In other words, the width of the connection portion 28B in the vertical direction becomes smaller toward the reinforcement beam portion 27 connected to the connection portion 28B. Specifically, the upper part of the connection part 28B extends substantially horizontally, but the lower part of the connection part 28B extends obliquely with respect to the horizontal direction. Therefore, the connecting portion 28B is in the shape of an arched waist.

The connecting portion 28C is located between the other end of the main portion 28A (the left end in FIG. 16 ) and the reinforcing beam portion 27 facing the other end (the reinforcing beam portion 27 located on the left side of the main portion 28A in FIG. 16 ). , and connect them. The width in the vertical direction of the connecting portion 28C becomes larger toward the main portion 28A side. In other words, the width of the connection portion 28C in the vertical direction becomes smaller toward the reinforcing beam portion 27 connected to the connection portion 28C. Specifically, the upper portion of the connection portion 28C extends substantially horizontally, but the lower portion of the connection portion 28C extends obliquely with respect to the horizontal direction. Therefore, the connecting portion 28C is in the shape of an arched waist.

In the reinforced building 5D of the seventh embodiment described above, the same operational effect as that of the reinforced building 5A of the fourth embodiment is exhibited.

In the reinforced building 5D of the seventh embodiment, the connecting parts 28B and 28C (reinforced crossing parts 28) are arched. Therefore, the beam height (height) of the reinforcement beam portion 27 connected to the reinforcement intersection portion 28 becomes relatively small. Therefore, when a window is provided in an area surrounded by the reinforcing column portion 26 and the reinforcing beam portion 27 , it is difficult for the reinforcing beam portion 27 to obstruct lighting from the window. In addition, since the reinforced crossing portion 28 has an arched waist shape, the connection strength between the reinforced crossing portion 28 and the reinforcing beam portion 27 can be improved.

[8] Eighth embodiment

Then, the structure of the reinforced building 5E of another example of the earthquake-resistant structure is carried out with reference to Fig. 17 line description. The reinforced building 5E differs from the reinforced building 5A of the fourth embodiment in that the reinforced structure 4 does not contact the outer wall of the existing building 3 . Hereinafter, descriptions will be made centering on differences from the reinforced building 5A of the fourth embodiment, and overlapping descriptions will be omitted.

The reinforced structure 4 is connected to the outer wall of the existing building 3 through the reinforced beam portion 39 and the reinforced floor slab 40 . Therefore, the reinforcement structure 4 is separated from the outer wall surface of the existing building 3 . The reinforced beam portion 39 extends between the existing intersection portion 18 of the existing building 3 and the reinforced intersection portion 28 of the reinforced structure 4 . The reinforced floor slabs 40 are arranged so as to spread out in the horizontal direction in the area surrounded by the existing beam portion 17 of the existing building 1, the reinforced beam portion 27 of the reinforced structure 4, and the reinforced beam portion 39. The reinforced beam portion 39 and the reinforced floor slab 40 may be made of reinforced concrete or may be made of tinted concrete.

Also in the reinforced building 5E of the eighth embodiment described above, the same operational effect as that of the reinforced building 5A of the fourth embodiment is exhibited.

[9] Other implementation forms

As mentioned above, although the embodiment of this invention was demonstrated in detail, various changes can also be added to the said embodiment within the range of the summary of this invention. For example, in the fourth to eighth embodiments, the reinforcement structure 4 does not have to be in the mountain shape.

In the fourth to eighth embodiments, the reinforcement structure 4 does not need to be in the shape of a mountain. The height of at least one side portion in the horizontal direction of the reinforcement structure 4 may be lower than the height of a portion (central portion) between the two sides of the reinforcement structure 4 in the horizontal direction. That is, the reinforcing structure 4 may have a mountain shape other than the convex shape.

The intersections 8 of the buildings 1A to 1C of the first to third embodiments may also be arched.

Similar to the reinforced building 5E of the eighth embodiment, the fifth embodiment to the seventh embodiment The reinforced structures 4 of the strengthened buildings 5B-5D can also be separated from the outer walls of the original buildings 3 .

In the first to third embodiments, the side faces or back faces of the buildings 1A to 1C may be configured in the same manner as the front face portion 2 . The columns, beams, and intersections of the passages (inside the buildings 1A to 1C) in the buildings 1A to 1C may be configured in the same manner as the front surface portion 2 . That is, the columns, beams, and intersections constituting the outer and/or inner sides of the buildings 1A to 1C may be configured in the same manner as the front surface 2 . As a result, the seismic performance of the buildings 1A to 1C can be exerted on at least one of the front surface portion 2, the side surface, and the back portion of the buildings 1A to 1C, and the buildings 1A to 1C can also be used inside the buildings 1A to 1C. The shock resistance performance.

In the fourth to eighth embodiments, the reinforcement structure 4 is constructed on one of the outer walls of the existing building 3 , but the reinforcement structure 4 may also be constructed on at least one outer wall of the existing building 3 . Reinforced structures 4 can also be constructed on the columns, beams and intersections of the original building 3 (inside the original building 3). That is, the reinforcement structure 4 may be constructed with respect to the columns, beams, and intersections constituting the outer and/or inner sides of the existing building 3 . As a result, the seismic performance of the reinforced buildings 5A~5E can be exerted on at least one outer wall surface of the reinforced buildings 5A~5E, and the reinforced buildings 5A~5E can also be exhibited inside the original building 3. The shock resistance performance.

In the first to third embodiments, the foundation part 9 is formed by embedding the reinforced concrete body 11 inside, but it can also be formed by forming a body higher than the hardened concrete body as shown in Fig. 18A and Fig. 18B. The hardened body of compressive strength is embedded with steel bars 11 to form the base part 9 . FIG. 18A shows an example of a building in which the crossing portion 8 protrudes toward the beam portion 7 side rather than the side surface of the column portion 6 in the extending direction of the beam portion. FIG. 18B shows an example of a building in which the intersection portion 8 protrudes toward the column portion 6 side more than the side surface of the beam portion 7 in the extending direction of the column portion 6 . The hardened body can also be, for example, a hardened mortar body formed by hardening polymer cement mortar or ultra-high-strength mortar. In this case, by gathering Composite cement mortar or ultra-high-strength mortar is filled into the mold frame, and the base portion 9 and the intersection portion 8 (base intersection portion) connected thereto can be formed at the same time. Therefore, shortening of the construction period can be achieved. Also, since the base portion 9 includes a hardened body having a higher compressive strength than the hardened concrete body, the size of the base portion 9 can be reduced even at the same strength as compared with a case where the base portion 9 includes a hardened concrete body. Therefore, the earthquake-resistant structures of the first to third embodiments can be easily constructed even on narrow land such as adjacent to other buildings and roads. Furthermore, even in the case where the width and height of the intersecting portion 8 are respectively equal to the width of the column portion 6 and the height of the beam portion 7 (when the amount of protrusion is 0), similarly to the above, by presenting The hardened body whose compressive strength is higher than that of the hardened concrete body is embedded with steel bars 11 to form the foundation portion 9 .

In the fourth to eighth embodiments, the base portion 19 (the original base portion) is relatively large, so both the original column portion 16 and the reinforcing column portion 26 are provided on the base portion 19 . That is, the foundation part 19 supports the existing building 3 on the ground via the existing column part 16, and supports the reinforcement structure 4 on the ground via the reinforcement column part 26. As shown in FIG. On the other hand, as shown in FIGS. 19A to 20B , when the base portion 19 is small and it is difficult to install the reinforcing column portion 26 on the base portion 19, it may also be located on the outer surface side of the existing building 3 and In a manner corresponding to the positioning of the base part 19, the reinforced base part 29 is arranged on the ground. The reinforcement intersecting portion 28 (reinforcement base intersecting portion) is connected to the reinforcement base portion 29 . In this case, the reinforcement base portion 29 provided corresponding to the base portion 19 supports the reinforcement column portion 26 . Therefore, even if the base portion 19 of the existing building 3 is small, it is difficult to install the reinforcing column portion 26 on the outer surface side of the existing base portion corresponding to the original column portion 16 of the existing building 3. In the case of 19, the reinforcement structure 4 can also be stably installed on the ground through the reinforcement base portion 29 supporting the reinforcement column portion 26.

FIG. 19A and FIG. 20A show an example of a reinforced building in a case where the intersection portion 8 protrudes toward the beam portion 7 side rather than the side surface of the column portion 6 in the extending direction of the beam portion. 19B and FIG. 20B show that the intersection portion 8 protrudes toward the column portion 6 side more than the side surface of the beam portion 7 in the extending direction of the column portion 6. An example of a strengthened building of Xingshi. The reinforced base part 29 may also include a hardened concrete body in which steel bars 31 and/or post-construction anchors 35 (for example, anchors) are buried inside as shown in FIGS. 19A and 19B . The reinforced base part 29 can also be shown in FIG. 20A and FIG. 20B, by embedding steel bars 31 and/or post-construction anchors 35 (for example, followed by anchors) inside the hardened body exhibiting a compressive strength higher than that of the hardened concrete body. And constitute. The hardened body can also be, for example, a hardened mortar body formed by hardening polymer cement mortar or ultra-high-strength mortar. In this case, by filling the formwork with polymer cement mortar or ultra-high-strength mortar, the reinforcement base portion 29 and the reinforcement intersection portion 28 (reinforcement base intersection portion) in contact therewith can be formed at the same time. Therefore, shortening of the construction period can be achieved. Also, since the reinforced base portion 29 includes a hardened body having a compressive strength higher than that of a hardened concrete body, the reinforced base portion 29 can be reduced in size even at the same strength as compared with a case where the reinforced base portion 29 includes a hardened concrete body. size. Therefore, even on narrow land such as adjacent to other buildings, roads, etc., the reinforcement structures 4 of the fourth to eighth embodiments can be easily constructed. Furthermore, even when the width and height of the intersecting portion 8 are respectively equal to the width of the column portion 6 and the height of the beam portion 7 (the case where the amount of protrusion is 0), the base portion 19 can be formed in the same manner as above. Correspondingly, a reinforced base portion 29 is provided, and the reinforced base portion 29 is formed by embedding steel bars 31 and/or post-construction anchors 35 inside the hardened body exhibiting a compressive strength higher than that of the hardened concrete body.

1A: Buildings (seismic structures)

2: Front surface

6. 6a~6e: column part

7. 7a~7d: beam part

8: Intersection

9: Basic Department

10: Floor department

Claims (15)

A polymer cement composition for an earthquake-resistant structure, the above-mentioned earthquake-resistant structure has a column part, a beam part, and an intersection part as the part of these intersections, and the above-mentioned column part and the above-mentioned beam part are made of reinforced concrete or aluminum concrete The above-mentioned polymer cement composition contains cement, fine aggregate, re-emulsified powder resin, inorganic expansion material, and synthetic resin fiber, and contains 80 to 130 parts by mass of the above-mentioned fine aggregate, and 0.2 to 6.0 parts by mass of the above-mentioned re-emulsified powder resin, and used for the above-mentioned intersection. A polymer cement composition for an earthquake-resistant structure, the above-mentioned earthquake-resistant structure has a column part, a beam part, and an intersection part as the part of these intersections, and the above-mentioned column part and the above-mentioned beam part are made of reinforced concrete or aluminum concrete , the above-mentioned polymer cement composition contains cement, fine aggregate, re-emulsified powder resin, inorganic expansion material, synthetic resin fiber, and plasticizer, with respect to 100 parts by mass of the above-mentioned cement, containing 0.04 to 0.55 parts by mass of the above-mentioned Plasticizer, and used for the above intersection. The polymer cement composition according to claim 2, which contains 80-130 parts by mass of the above-mentioned fine aggregate and 0.2-6.0 parts by mass of the above-mentioned re-emulsified powder resin with respect to 100 parts by mass of the above-mentioned cement. The polymer cement composition according to claim 1 or 2, which further contains at least one member selected from the group consisting of silica fume, inorganic fine powder and water reducing agent. The polymer cement composition according to Claim 1 or 2, which contains 2.0 to 10.0 parts by mass of the above-mentioned inorganic expansion material relative to 100 parts by mass of the above-mentioned cement. The polymer cement composition as claimed in claim 1 or 2, wherein the above-mentioned synthetic resin fibers have a length of 4 mm to 20 mm. The polymer cement composition according to claim 1 or 2, which contains 0.11 to 0.64 parts by mass of the synthetic resin fibers relative to 100 parts by mass of the above cement. The polymer cement composition according to claim 1 or 2, wherein the compressive strength of the above-mentioned cross section is higher than that of the hardened concrete constituting the above-mentioned column section and the above-mentioned beam section when comparing the material age of the same day. The polymer cement composition according to claim 1 or 2, wherein the above-mentioned intersection protrudes toward the side of the beam portion more than the side surface of the above-mentioned column portion in the extending direction of the above-mentioned beam portion, or is closer to the extending direction of the above-mentioned column portion. The side surface of the said beam part protrudes further toward the said column part side. The polymer cement composition as claimed in item 9, wherein the above-mentioned cross section is defined as m ₁ , M _B1 ', and M _C1 ' respectively as m ₁ : the ratio M of the flexural bearing capacity of the above-mentioned column section to the above-mentioned beam section _B1 ': Nodal moment M _C1 ' at the time of bending failure of the above-mentioned beam part: In the case of the case of the nodal moment at the time of bending failure of the above-mentioned column part, the moment bearing capacity ratio m1 obtained by formula ₁ becomes 1.2 or more,

A polymer cement mortar for earthquake-resistant structures, which contains the polymer cement composition as claimed in claim 1 or 2 and water. A mortar-hardened body, which constitutes the above-mentioned intersection, is formed by hardening the polymer cement mortar according to claim 11. As for the hardened mortar body in claim 12, the compressive strength of the hardened mortar body at the age of 28 days is 65N/ ^mm2 or more. A polymer cement composition for an earthquake-resistant structure, the above-mentioned earthquake-resistant structure has a column part, a beam part, and an intersection part as the part of these intersections, and the above-mentioned column part and the above-mentioned beam part are made of reinforced concrete or aluminum concrete , the above-mentioned polymer cement composition contains cement, fine aggregate, re-emulsified powder resin, inorganic expansion material, and synthetic resin fiber, and the above-mentioned intersection part is more oriented than the side surface of the above-mentioned column part in the extending direction of the above-mentioned beam part The above-mentioned beam portion protrudes on the side, or protrudes toward the above-mentioned column portion side than the side of the above-mentioned beam portion in the extending direction of the above-mentioned column portion, and the above _- mentioned _{crossing portion} is defined as follows: m ₁ : ratio of bending capacity between the column and the beam M _B1 ': nodal moment M C1 ': nodal moment of the beam at bending failure M _C1 ': nodal moment of the column at bending failure, by The flexural capacity ratio m ₁ obtained from formula 1 becomes 1.2 or more,

, and the above-mentioned polymer cement composition is used for the above-mentioned intersection. A hardened mortar body formed by hardening polymer cement mortar for earthquake-resistant structures, the polymer cement mortar for earthquake-resistant structures containing a polymer cement composition for earthquake-resistant structures and water, the above-mentioned earthquake-resistant structures It has a column part, a beam part, and an intersection part as the part of these intersections, the above-mentioned column part and the above-mentioned beam part are made of reinforced concrete or concrete, and the above-mentioned polymer cement composition contains cement, fine aggregate, re-emulsified Shaped powder resin, inorganic expansion material, and synthetic resin fiber, the above-mentioned mortar hardened body constitutes the above-mentioned intersection, and the compressive strength of the material aged 28 days is 65N/ ^mm2 or more.

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